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Home My WebLink AboutT-6214 - Traffic Impact Study - CLINTON & FOWLER - 7/18/2018 Draft Traffic Impact Analysis April 13, 2018 TT 6214 Single-Family Housing At the Southeast Quadrant of Clinton Avenue and Fowler Avenue In the City of Fresno, California Prepared for: Woodside Homes of Central Valley 9 River Park Place East Fresno, CA 93720 Project No. 004-054 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\004-054 TT 6214 TIA\Report\R04132018 TT 6214 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 Tentative Tract 6214 located at the southeast quadrant of Clinton Avenue and Fowler Avenue In the City of Fresno, CA April 13, 2018 This Draft Technical Letter 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 P a g e | iii Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Table of Contents Introduction and Summary ....................................................................................................................1 Introduction ................................................................................................................................................. 1 Summary ...................................................................................................................................................... 1 Existing Traffic Conditions ........................................................................................................................ 1 Existing plus Project Traffic Conditions .................................................................................................... 2 Near Term plus Project Traffic Conditions ............................................................................................... 2 Cumulative Year 2035 No Project Traffic Conditions ............................................................................... 3 Cumulative Year 2035 plus Project Traffic Conditions ............................................................................. 5 Queuing Analysis ...................................................................................................................................... 5 Project’s Equitable Fair Share .................................................................................................................. 6 TIA Scope of Work ................................................................................................................................7 Study Facilities ............................................................................................................................................. 7 Study Intersections: ................................................................................................................................. 7 Study Segments:....................................................................................................................................... 8 Project Only Trips to State Facilities: ....................................................................................................... 8 Study Scenarios ............................................................................................................................................ 8 Existing Traffic Conditions ........................................................................................................................ 8 Existing plus Project Traffic Conditions .................................................................................................... 8 Near Term plus Project Traffic Conditions: .............................................................................................. 8 Cumulative Year 2035 No Project Traffic Conditions ............................................................................... 8 Cumulative Year 2035 plus Project Traffic Conditions ............................................................................. 9 Level of Service Analysis Methodology ..................................................................................................9 Criteria of Significance ..........................................................................................................................9 Operational Analysis Assumptions and Defaults .................................................................................. 10 Existing Traffic Conditions ................................................................................................................... 11 Roadway Network ...................................................................................................................................... 11 Results of Existing Level of Service Analysis .............................................................................................. 14 Traffic Signal Warrants ............................................................................................................................... 15 Existing plus Project Traffic Conditions ................................................................................................ 17 Project Description..................................................................................................................................... 17 www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | iv Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Project Access ............................................................................................................................................ 17 Bikeways .................................................................................................................................................... 17 Transit ........................................................................................................................................................ 18 Trip Generation .......................................................................................................................................... 18 Trip Distribution ......................................................................................................................................... 19 Safe Routes to School ................................................................................................................................ 20 Results of Existing plus Project Level of Service Analysis .......................................................................... 21 Traffic Signal Warrants ............................................................................................................................... 22 Near Term plus Project Traffic Conditions ............................................................................................... 26 Description of Approved and Pipeline Projects ......................................................................................... 26 Results of Near Term plus Project Level of Service Analysis ...................................................................... 28 Traffic Signal Warrants ............................................................................................................................... 30 Cumulative Year 2035 No Project Traffic Conditions ............................................................................. 33 Results of Cumulative Year 2035 No Project Level of Service Analysis ..................................................... 33 Traffic Signal Warrants ............................................................................................................................... 35 Cumulative Year 2035 plus Project Traffic Conditions ........................................................................... 37 Results of Cumulative Year 2035 plus Project Level of Service Analysis ................................................... 37 Traffic Signal Warrants ............................................................................................................................... 39 Project’s Trip Assignment to Caltrans Facilities ......................................................................................... 39 Queuing Analysis ................................................................................................................................ 43 Project’s Pro-Rata Fair Share of Future Transportation Improvements.................................................. 46 Conclusions and Recommendations..................................................................................................... 47 Existing Traffic Conditions ...................................................................................................................... 47 Existing plus Project Traffic Conditions .................................................................................................. 47 Near Term plus Project Traffic Conditions ............................................................................................. 48 Cumulative Year 2035 No Project Traffic Conditions ............................................................................. 49 Cumulative Year 2035 plus Project Traffic Conditions ........................................................................... 50 Queuing Analysis .................................................................................................................................... 51 Project’s Equitable Fair Share ................................................................................................................ 51 Study Participants ............................................................................................................................... 52 References .......................................................................................................................................... 52 www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | v Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 List of Figures Figure 1: Vicinity Map ............................................................................................................................................. 13 Figure 2: Existing - Traffic Volumes, Geometrics and Controls................................................................................. 16 Figure 3: Project Site Plan ....................................................................................................................................... 23 Figure 4: 2018 Project Only Trips ............................................................................................................................ 24 Figure 5: Existing plus Project - Traffic Volumes, Geometrics and Controls ............................................................. 25 Figure 6: Near Term Projects' Trip Assignment ....................................................................................................... 31 Figure 7: Near Term plus Project - Traffic Volumes, Geometrics and Controls ......................................................... 32 Figure 8: Cumulative Year 2035 No Project - Traffic Volumes, Geometrics and Controls ......................................... 36 Figure 9: 2035 Project Only Trips ............................................................................................................................ 40 Figure 10: Cumulative Year 2035 plus Project - Traffic Volumes, Geometrics and Controls ..................................... 41 Figure 11: State Route 180 at Fowler Avenue Interchange - 2035 Project Only Trips .............................................. 42 List of Tables Table I: Existing Intersection LOS Results ................................................................................................................ 14 Table II: Existing Segment LOS Results .................................................................................................................... 14 Table IIIA: Proposed Project Land Use Trip Generation ........................................................................................... 18 Table IIIB: Proposed Remainder Land Use Trip Generation ..................................................................................... 19 Table IIIC: Sum of Project plus Remainder Trip Generation ..................................................................................... 19 Table IV: Existing General Plan Land Use Designation Trip Generation ................................................................... 19 Table V: Difference in Trip Generation .................................................................................................................... 19 Table VI: Existing plus Project Intersection LOS Results .......................................................................................... 21 Table VII: Existing plus Project Segment LOS Results .............................................................................................. 22 Table VIII: Near Term Projects’ Trip Generation ...................................................................................................... 27 Table IX: Near Term plus Project Intersection LOS Results ...................................................................................... 29 Table X: Near Term plus Project Segment LOS Results ............................................................................................ 29 Table XI: Cumulative Year 2035 No Project Intersection LOS Results ...................................................................... 35 Table XII: Cumulative Year 2035 No Project Segment LOS Results .......................................................................... 35 Table XIII: Cumulative Year 2035 plus Project Intersection LOS Results .................................................................. 38 Table XIV: Cumulative Year 2035 plus Project Segment LOS Results ....................................................................... 38 Table XV: Queuing Analysis .................................................................................................................................... 45 Table XVI: Project’s Fair Share of Future Roadway Improvements .......................................................................... 46 List of Appendices Appendix A: Scope of Work Appendix B: Traffic Counts Appendix C: Traffic Modeling Appendix D: Methodology Appendix E: Existing Traffic Conditions Appendix F: Existing plus Project Traffic Conditions Appendix G: Near Term plus Project Traffic Conditions Appendix H: Cumulative Year 2035 No Project Traffic Conditions Appendix I: Cumulative Year 2035 plus Project Traffic Conditions Appendix J: Signal Warrants www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 1 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Introduction and Summary Introduction This report describes a Traffic Impact Analysis (TIA) prepared by JLB Traffic Engineering, Inc. (JLB) for the proposed Tentative Tract 6214 (Project) at the southeast quadrant of Clinton Avenue and Fowler Avenue in the City of Fresno. The Project proposes to subdivide 65.98 acres to include 45.86 acres of single-family residential land uses and remainder parcel of 20.12 acres. Within the 45.86 acres, the Project proposes to develop 210 single-family residential units. Of the 45.86 acres, 21.25 acres are zoned for Medium Density Residential consistent with the proposed Project. However, 13.52 acres are zoned for Elementary School and 11.09 acres are zoned for Urban Neighborhood Residential. Therefore, based on information provided to JLB, the Project will undergo a General Plan Amendment to modify the land uses intended for Elementary School and Urban Neighborhood Residential to Medium Density Residential (5.0-12 du/ac). Furthermore, the remainder 20.12 acres parcel will also undergo a General Plan Amendment to modify its intended land use from Medium Density Residential to Elementary School. 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- 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 scope of work was prepared via consultation with the 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 • At present, all study intersections operate at an acceptable LOS. However, the intersection of Olive Avenue and Fowler Avenue is operating at LOS F during both peak periods. While the City of Fresno has made the appropriate findings to designate LOS F as the criteria of significance for Fowler Avenue between McKinley Avenue and Olive Avenue, it did so under the assumption that up to four through lanes would be built on Fowler Avenue. Therefore, to improve the LOS at this intersection, it is recommended that the following improvements be implemented. o Add a northbound left-turn lane; o Modify the northbound 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-right lane; and o Signalize the intersection with protective left-turn phasing in all directions. • At present, all study segments operate at an acceptable LOS. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 2 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Existing plus Project Traffic Conditions • A review of the Project driveways to be constructed indicates that they are located at points the minimize traffic operational impacts to the existing roadway network. • It is recommended that access to Kerry Avenue be limited to a left-in, right-in, right-out access only. • At buildout, the Project is estimated to generate a maximum of 1,982 daily trips, 155 AM peak hour trips and 208 PM peak hour trips. • The remainder parcel is estimated to generate a maximum of 1,418 daily trips, 503 AM peak hour trips and 128 PM peak hour trips. • Compared to the Existing General Plan Land Use designations, the proposed Project is estimated to decrease traffic by 1,179 daily, increase 57 AM peak hour and decrease 94 PM peak hour trips. • It is recommended that the Project implement Class II bike lanes along its frontages to Clinton Avenue and Fowler Avenue. • To promote alternative modes of transportation to Temperance-Kutner Elementary School, it is recommended that the Clovis Unified School District work with the City of Fresno and County of Fresno to implement a Safe Routes to School plan and to seek grant funding to help build bikeways and walkways where they are lacking within the one-mile radius of the existing school site. • Under this scenario, all study intersections are projected to operate at an acceptable LOS. However, the intersection of Olive Avenue and Fowler Avenue is projected to operate at LOS F during both peak periods. While the City of Fresno has made the appropriate findings to designate LOS F as the criteria of significance for Fowler Avenue between McKinley Avenue and Olive Avenue, it did so under the assumption that up to four through lanes would be built on Fowler Avenue. Therefore, to improve the LOS at this intersection, it is recommended that the same improvements presented in the Existing Traffic Conditions scenario be implemented. • Under this scenario, all study segments are projected to operate at an acceptable LOS. Near Term plus Project Traffic Conditions • The total trip generation for the near term projects is 110,768 daily trips, 8,753 AM peak hour trips and 10,661 PM peak hour trips. • Under this scenario, the intersections of Clinton Avenue and Armstrong Avenue and Kerry Avenue and Fowler Avenue are projected to exceed their LOS threshold during one or both peak periods. To improve the LOS at the intersections projected to exceed their LOS threshold, it is recommended that the following improvements be implemented. o Clinton Avenue and Armstrong 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; ▪ Add a northbound left-turn lane; ▪ Modify the northbound 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-right lane; and www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 3 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 ▪ Signalize the intersection with protective left-turn phasing in all directions. o Kerry Avenue and Fowler Avenue ▪ Prohibit left-out turning movements; ▪ Add a southbound left-turn lane; and ▪ Modify the southbound left-through lane to a through lane. • In addition, the intersections of Floradora Avenue and Fowler Avenue and Olive Avenue and Fowler Avenue are projected to operate at LOS F during both peak periods. While the City of Fresno has made the appropriate findings to designate LOS F as the criteria of significance for Fowler Avenue between McKinley Avenue and Olive Avenue, it did so under the assumption that up to four through lanes would be built on Fowler Avenue. Therefore, to improve the LOS at these intersections, it is recommended that the following improvements be implemented. o Floradora Avenue and Fowler Avenue ▪ Add a westbound left-turn lane; ▪ Modify the westbound left-right lane to a right-turn lane; ▪ Add a northbound through lane; ▪ Add a southbound left-turn lane; ▪ Modify the southbound left-through lane to a through lane; and ▪ Add a southbound through lane. o Olive Avenue and Fowler Avenue ▪ Implement the same improvements presented in the Existing Traffic Conditions scenario. • Under this scenario, the segment of Fowler Avenue between Clinton Avenue and McKinley Avenue is projected to operate at an unacceptable LOS. To improve the LOS of this segment, it is recommended that Fowler Avenue be modified to accommodate two lanes in each direction. • The Project accounts for 1.8 percent of the daily trips, 1.7 percent of the AM peak hour trips and 1.9 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. Cumulative Year 2035 No Project Traffic Conditions • Under this scenario, the intersections of Clinton Avenue and Armstrong Avenue and Clinton Avenue and Temperance Avenue are projected to exceed their LOS threshold during both peak periods. To improve the LOS at the intersections projected to exceed their LOS threshold, it is recommended that the following improvements be implemented. o Clinton Avenue and Armstrong 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; ▪ Add a northbound left-turn lane; ▪ Add a northbound through lane; ▪ Modify the northbound left-through-right lane to a through-right lane; ▪ Add a southbound left-turn lane; www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 4 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 ▪ Add a southbound through lane; ▪ Modify the southbound left-through-right lane to a through-right lane; and ▪ Signalize the intersection with protective left-turn phasing in all directions. o Clinton Avenue and Temperance Avenue ▪ Modify the westbound through-right lane to a through lane; ▪ Add a westbound right-turn lane; ▪ Stripe two northbound through lanes; ▪ Add two southbound through lanes; and ▪ Modify the traffic signal to accommodate the added lane geometrics. • In addition, the intersections of McKinley Avenue and Fowler Avenue, Floradora Avenue and Fowler Avenue, and Olive Avenue and Fowler Avenue are projected to operate at LOS F during both peak periods. While the City of Fresno has made the appropriate findings to designate LOS F as the criteria of significance for Fowler Avenue between McKinley Avenue and Olive Avenue, it did so under the assumption that up to four through lanes would be built on Fowler Avenue. Therefore, to improve the LOS at these intersections, it is recommended that the following improvements be implemented. o McKinley Avenue and Fowler 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 a northbound through lane; ▪ Modify the northbound through-right lane to a through lane; ▪ Add a northbound right-turn lane; ▪ Add a southbound through 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 in all directions; ▪ Implement overlap phasing of the eastbound right-turn with the northbound left-turn phase; and ▪ Prohibit northbound to southbound U-turns. o Floradora Avenue and Fowler Avenue ▪ Add a northbound through lane; ▪ Add a southbound through lane; and ▪ Install a two-lane roundabout. o Olive Avenue and Fowler Avenue ▪ Modify the eastbound through-right lane to a through lane; ▪ Add an eastbound right-turn lane; ▪ Add a second westbound left-turn lane; ▪ Modify the westbound through-right lane to a through lane; ▪ Add a westbound right-turn lane; ▪ Add a northbound left-turn lane; ▪ Add a northbound through lane; www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 5 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 ▪ Modify the northbound left-through-right lane to a through-right lane; ▪ Add a northbound right-turn lane; ▪ Add a southbound left-turn lane; ▪ Add a southbound through lane; ▪ Modify the southbound left-through-right lane to a through lane; ▪ Add a southbound right-turn lane; and ▪ Signalize the intersection with protective left-turn phasing in all directions. • Under this scenario, the segment of Fowler Avenue between Clinton Avenue and McKinley Avenue is projected to operate at an unacceptable LOS. To improve the LOS of this segment, it is recommended that Fowler Avenue be modified to accommodate two lanes in each direction. Cumulative Year 2035 plus Project Traffic Conditions • Under this scenario, the intersections of Clinton Avenue and Armstrong Avenue and Clinton Avenue and Temperance Avenue are projected to exceed their LOS threshold during both peak periods. To improve the LOS at these intersections, it is recommended that the same improvements presented in the Cumulative Year 2035 No Project Traffic Conditions scenario be implemented. • In addition, the intersections of McKinley Avenue and Fowler Avenue, Floradora Avenue and Fowler Avenue, and Olive Avenue and Fowler Avenue are projected to operate at LOS F during both peak periods. While the City of Fresno has made the appropriate findings to designate LOS F as the criteria of significance for Fowler Avenue between McKinley Avenue and Olive Avenue, it did so under the assumption that up to four through lanes would be built on Fowler Avenue. Therefore, to improve the LOS at these intersections, it is recommended that the same improvements presented in the Cumulative Year 2035 No Project Traffic Conditions scenario be implemented. • Further, while the intersection of Clinton Avenue and Fowler Avenue is projected to operate at an acceptable LOS during both peak periods, it was necessary to modify the northbound movement to improve queuing. As a result, the intersection of Kerry Avenue and Fowler Avenue was also modified due to its proximity to both Clinton Avenue and McKinley Avenue. To improve queuing at these intersections, it is recommended that the following improvements be implemented. o Clinton Avenue and Fowler Avenue ▪ Add a northbound through lane; and ▪ Modify the traffic signal to accommodate the added lane geometrics. o Kerry Avenue and Fowler Avenue ▪ Add a northbound through lane. • Under this scenario, the segment of Fowler Avenue between Clinton Avenue and McKinley Avenue is projected to operate at an unacceptable LOS. To improve the LOS of this segment, it is recommended that Fowler Avenue be modified to accommodate two lanes in each direction. Queuing Analysis • It is recommended that the City consider left- and right-turn lane storage lengths as indicated in the Queuing Analysis. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 6 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Project’s Equitable Fair Share • It is recommended that the Project contribute its equitable Fair Share as presented in Table XVI. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 7 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 TIA Scope of Work The study focused on evaluating traffic conditions at the existing study intersections that may potentially be impacted by the proposed Project. On December 27, 2017, 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. The Draft Scope of Work was based on communication with City of Fresno staff. Any comments to the proposed Scope of Work were to be provided by January 17, 2018. On January 16, 2018, the County of Fresno responded to the Draft Scope of Work. The County of Fresno requested that the intersections of Clinton Avenue and Armstrong Avenue and Clinton Avenue and Temperance Avenue be included in the analysis along with the analysis of the segments of Clinton Avenue between Fowler Avenue and Temperance Avenue and Fowler Avenue between Clinton Avenue and State Route 180. In addition, the County of Fresno expressed concerns by County Road Maintenance and Operation regarding: a) the completion date of the proposed school located on the northeast corner of McKinley Avenue alignment and Fowler Avenue, b) the extension of McKinley Avenue to Fowler Avenue, and c) the widening of the bridge over Mill Ditch on Fowler Avenue. For purposes of this analysis, it was assumed that the proposed school located on the northeast corner of McKinley Avenue alignment and Fowler Avenue would be completed five years after Project buildout and that McKinley Avenue extends to and through Fowler Avenue by the year 2035. On January 18, 2018, Caltrans approved the scope of work as presented. On January 23, 2018, the City of Fresno responded to the Draft Scope of Work and requested that the analysis include a trip generation comparison of the existing designated land use versus the proposed land use. Based on the comments received, this study includes the analysis of the additional intersections and the segments requested by the County of Fresno and the trip generation comparison as requested by the City of Fresno. 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 in January 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. Clinton Avenue / Fowler Avenue 2. Clinton Avenue / Armstrong Avenue 3. Clinton Avenue / Temperance Avenue 4. Kerry Avenue / Fowler Avenue (future) 5. McKinley Avenue / Fowler Avenue (future) 6. Floradora Avenue / Fowler Avenue 7. Olive Avenue / Fowler Avenue www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 8 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Study Segments: 1. Clinton Avenue between: a. Fowler Avenue and Armstrong Avenue b. Armstrong Avenue and Temperance Avenue 2. Fowler Avenue between: a. Clinton Avenue and McKinley Avenue b. McKinley Avenue and Floradora Avenue c. Floradora Avenue and Olive Avenue d. Olive Avenue and State Route 180 Project Only Trips to State Facilities: 1. State Route 180 / Fowler Avenue Study Scenarios Existing Traffic Conditions This scenario evaluates the Existing Traffic Conditions based on existing traffic volumes and roadway conditions from traffic counts and field surveys conducted in the year 2018. Existing plus Project Traffic Conditions This scenario evaluates total traffic volumes and roadway conditions based on the Existing plus Project Traffic Conditions. The Existing plus Project traffic volumes were obtained by adding the 2018 Project Only Trips to the Existing Traffic Conditions scenario. The 2018 Project Only Trips to the study intersections were based on the Fresno COG Project Select Zone, the existing roadway network, engineering judgment, residential and commercial densities, and the City of Fresno Circulation Element in the vicinity of the Project. The Fresno COG Models for the Project Select Zone are contained in Appendix C. Near Term plus Project Traffic Conditions: This scenario evaluates total traffic volumes and roadway conditions based on the Near Term plus Project Traffic Conditions. The Near Term plus Project traffic volumes were obtained by adding the Near Term related trips to the Existing plus Project Traffic Conditions scenario. 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. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 9 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 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 this study assumes that McKinley Avenue will be extended to and through Fowler Avenue by the year 2035 resulting in changes in travel patterns and volumes. 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 level of service (LOS) on its major streets, which are dependent on four (4) Traffic Impact Zones (TIZ) within the City. The standard LOS threshold for TIZ I is LOS F, that for TIZ II is LOS E, that for TIZ III is LOS D, and that for TIZ IV is LOS E. Additionally, the 2035 MEIR made findings of overriding consideration to allow a lower LOS threshold than that established by the underlying TIZ’s. For those cases in which a LOS criterion for a roadway segment differs from that of the underlying TIZ, such criteria are identified in the roadway description. As all study facilities fall within TIZ III, LOS D is used to evaluate the potential significance of LOS impacts to intersections and segments within this TIA pursuant to the 2035 City of Fresno 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, which fall outside the City of Fresno SOI. In this case, all study facilities fall within the City of Fresno SOI and therefore the City of Fresno LOS is utilized. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 10 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 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. 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 • A 3 percent heavy vehicle factor • An average of 3 pedestrian calls per hour at signalized intersections • An average of 10 pedestrian calls per hour at the intersections of Clinton Avenue and Temperance Avenue and McKinley Avenue and Fowler Avenue • The number of observed pedestrians at existing intersections was utilized under all study scenarios • At existing intersections, the observed approach Peak Hour Factor (PHF) is utilized in the Existing, Existing plus Project and Near Term plus Project scenarios • A PHF of 0.92, or the existing PHF if higher, is utilized in the Cumulative Year 2035 No Project and Cumulative Year 2035 plus Project scenarios • For the intersections of Clinton Avenue and Temperance Avenue and McKinley Avenue and Fowler Avenue, a PHF of 0.86 is utilized during the AM peak in the Cumulative Year 2035 No Project and Cumulative Year 2035 plus Project scenarios in order to account for the peaking effects in the proximity of schools. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 11 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 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. Clinton Avenue is an existing east-west two-lane, predominantly undivided collector adjacent to the proposed Project. In this area, Clinton Avenue extends between Clovis Avenue and Locan Avenue and is divided by a two-way left-turn lane for approximately 1,300 feet east of Fowler Avenue and between Temperance Avenue and Locan Avenue. The City of Fresno 2035 General Plan Circulation Element designates Clinton Avenue as a four-lane collector between Clovis Avenue and Locan Avenue. Fowler Avenue is an existing north-south two- to four-lane collector adjacent to the proposed Project. In this area, Fowler Avenue is a four-lane divided arterial north of Clinton Avenue and south of the State Route 180 Interchange, and a two-lane undivided collector between Clinton Avenue and the State Route 180 Interchange. Fowler Avenue extends south from the City of Clovis SOI and beyond the City of Fresno SOI. The City of Fresno 2035 General Plan Circulation Element designates Fowler Avenue as a four-lane divided arterial through the City of Fresno SOI. Furthermore, the City of Fresno 2035 General Plan Circulation Element acknowledged that Fowler Avenue would exceed LOS D as a four-lane facility between McKinley Avenue and Olive Avenue. However, City Council made the appropriate findings to designate LOS F as the criteria of significance for Fowler Avenue as a four-lane facility between McKinley Avenue and Olive Avenue. Armstrong Avenue is an existing north-south two-lane undivided collector in the vicinity of the proposed Project. Armstrong Avenue extends south from the City of Clovis SOI to approximately 2,000 feet south of Belmont Avenue. The City of Fresno 2035 General Plan Circulation Element designates Armstrong Avenue as two-lane collector between the City of Clovis SOI and Belmont Avenue. Temperance Avenue is an existing north-south, predominantly two-lane divided expressway in the vicinity of the proposed Project. Temperance Avenue extends south from the City of Clovis SOI beyond the City of Fresno SOI. The City of Fresno 2035 General Plan Circulation Element designates Temperance Avenue as a six-lane super arterial through the City of Fresno SOI. Furthermore, the City of Fresno 2035 General Plan Circulation Element acknowledged that Temperance Avenue would exceed LOS D as a six-lane facility between Shields Avenue and McKinley Avenue. However, City Council made the appropriate findings to designate LOS E as the criteria of significance for Temperance Avenue as a six-lane facility between Shields Avenue and McKinley Avenue. McKinley Avenue is a planned future east-west two-lane collector adjacent to the proposed Project. McKinley Avenue exists as a four-lane divided arterial west of Clovis Avenue and a two-lane undivided arterial east of Temperance Avenue. In this area, McKinley Avenue will ultimately exist east of Fowler Avenue and extend northwest to connect to Sunnyside Avenue. The City of Fresno 2035 General Plan Circulation Element designates McKinley Avenue as a two-lane collector east of Sunnyside Avenue through the City of Fresno SOI. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 12 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Floradora Avenue is an existing east-west two-lane undivided local roadway in the vicinity of the proposed Project. In this area, Floradora Avenue extends between Fowler Avenue and Temperance Avenue. The City of Fresno 2035 General Plan Circulation Element designates Floradora Avenue as a local roadway throughout the City of Fresno. Olive Avenue is an existing east-west two-lane collector in the vicinity of the proposed Project. In this area, Olive Avenue is an undivided collector west of Fowler Avenue and is divided by a two-way left-turn lane east of Fowler Avenue. This segment of Olive Avenue extends between the western limits of the City of Fresno SOI and Fancher Avenue in the City of Fresno. The City of Fresno 2035 General Plan Circulation Element designates Olive Avenue a two-lane undivided collector between Grantland Avenue and Marks Avenue, as a four-lane undivided collector between Marks Avenue and Fruit Avenue, as a two-lane undivided collector between Fruit Avenue and Blackstone Avenue, as a four-lane undivided collector between Blackstone Avenue and Temperance Avenue, and as a two-lane undivided collector between Temperance Avenue and Fancher Avenue. The Fresno General Plan Circulation Element acknowledged that additional lanes would be necessary for Olive Avenue between Fulton Street and San Pablo Avenue by the year 2035; however, City Council made the appropriate findings to designate LOS E as the criteria of significance for this segment of Olive Avenue as a two-lane facility. State Route 180 is an existing east-west six-lane freeway in the vicinity of the proposed Project. State Route 180 connects southeast and southwest Fresno with Downtown Fresno and has freeway-to-freeway interchanges at State Route 41, State Route 99 and State Route 168. East of Fresno State Route 180 also provides access to Kings Canyon and Sequoia National Parks, while west of Fresno State Route 180 connects to the cities of Kerman and Mendota. CLOVIS AVETULARE ST.N. CLOVIS AVEFOWLER AVEAIRWAYS BLVD AI R C O R P W A Y WESTOVER AVE LARKIN AVEDAKOTA AVE ASHLAN AVE TEMPERANCE AVESUSSEX AVECARSON AVESHIELDS AVE FLORADORA AVE OLIVE AVE McKINLEY AVE McKINLEY AVESUNNYSIDE AVEARMSTRONG AVECLINTON AVE SJVRR KERRY AVE 004-054 - 02/02/18 - 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 6 N Not To Scale LEGEND = STUDY INTERSECTION# = PROJECT LOCATION 7 Tentative Tract 6214 - City of Fresno Vicinity Map Figure 1 1 = FUTURE ROADWAY 4 5 = STUDY SEGMENT 2 3 www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 14 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 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 E. Table I presents a summary of the Existing peak hour LOS at the study intersections, while Table II presents a summary of the Existing LOS for the study segments. At present, all study intersections operate at an acceptable LOS. However, the intersection of Olive Avenue and Fowler Avenue is operating at LOS F during both peak periods. While the City of Fresno has made the appropriate findings to designate LOS F as the criteria of significance for Fowler Avenue between McKinley Avenue and Olive Avenue, it did so under the assumption that up to four through lanes would be built on Fowler Avenue. Therefore, to improve the LOS at this intersection, it is recommended that the following improvements be implemented. • Add a northbound left-turn lane; • Modify the northbound 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-right lane; and • Signalize the intersection with protective left-turn phasing in all directions. At present, all study segments operate at an acceptable LOS. Table I: Existing Intersection LOS Results ID Intersection Control AM Peak Hour PM Peak Hour Average Delay (sec/veh) LOS Average Delay (sec/veh) LOS 1 Clinton Avenue / Fowler Avenue Signalized 16.3 B 17.8 B 2 Clinton Avenue / Armstrong Avenue All-Way Stop 21.2 C 10.9 B 3 Clinton Avenue / Temperance Avenue Signalized 22.9 C 14.1 B 4 Kerry Avenue / Fowler Avenue Does Not Exist N/A N/A N/A N/A 5 McKinley Avenue / Fowler Avenue Does Not Exist N/A N/A N/A N/A 6 Floradora Avenue / Fowler Avenue All-Way Stop 12.5 B 15.3 C 7 Olive Avenue / Fowler Avenue All-Way Stop 68.5 F 82.4 F Signalized (Improved) 27.9 C 21.3 C 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 II: Existing Segment LOS Results ID Segment Limits Lanes 24-hour Volume LOS 1 Clinton Avenue Fowler Avenue and Armstrong Avenue 2 2,251 B 2 Clinton Avenue Armstrong Avenue and Temperance Avenue 2 1,785 B 3 Fowler Avenue Clinton Avenue and McKinley Avenue 2 11,675 C 4 Fowler Avenue McKinley Avenue and Floradora Avenue 2 11,675 C 5 Fowler Avenue Floradora Avenue and Olive Avenue 2 11,848 C 6 Fowler Avenue Olive Avenue and State Route 180 2 16,060 C Note: LOS = Level of Service per the Florida Roadway Segment LOS Tables www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 15 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Traffic Signal Warrants Peak hour traffic signal warrants, as appropriate, were prepared for the unsignalized intersections in the Existing Traffic Conditions scenario. These warrants are found in Appendix J. 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 intersection of Clinton Avenue and Armstrong Avenue satisfies peak hour signal warrants during the AM peak only, while the intersection of Olive Avenue and Fowler Avenue satisfies peak hour signal warrants during both peak periods. Based on the signal warrants and engineering judgement, signalization of the intersection of Olive Avenue and Fowler Avenue is recommended, whereas signalization of the intersection of Clinton Avenue and Armstrong Avenue is not recommended. It is worth noting that the CA MUTCD states that “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 1, 4, and 7, as applicable, be conducted for the intersection of Clinton Avenue and Armstrong Avenue. CLOVIS AVETULARE ST.N. CLOVIS AVEFOWLER AVEAIRWAYS BLVD AI R C O R P W A Y WESTOVER AVE LARKIN AVEDAKOTA AVE TEMPERANCE AVESHIELDS AVE FLORADORA AVE OLIVE AVE McKINLEY AVE McKINLEY AVESUNNYSIDE AVEARMSTRONG AVECLINTON AVE SJVRR KERRY AVE 004-054 - 02/16/18 - 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 Solutions210(57)394(358)18(37)23(22)Clinton AveFowler AveFowler AvenueClinton Ave &1.295(428)72(25)39(15) 169(49) 32(13) 35(69) 69(171) 38(113) Medellin AveFowler AveFowler AveKerry Ave &4. N Not To Scale LEGEND = AM PEAK HOUR TRIPS = PM PEAK HOUR TRIPS XX (XX) = SIGNALIZED INTERSECTION = STOP SIGN = STUDY INTERSECTION# = PROJECT LOCATION 6 7 1 4 5 2 3 = FUTURE ROADWAY = STUDY SEGMENT5(13)441(470)3(3)82(157)Olive AveFowler AveFowler AveOlive Ave &7.346(435)15(6)0(7) 110(47) 461(201) 23(31) 38(62) 17(24)440(498)15(3)15(8)Floradora AveFowler AveFowler AveFloradora Ave &6.367(461)2(10) 13(9) McKinley AveFowler AveFowler AveMcKinley Ave &5. DOES NOT EXISTDOES N OT EXIST47(14)423(128)42(12)10(13)Clinton AveArmstrong AveArmstrong AveClinton Ave &2.153(307)16(10)33(7) 131(30) 57(6) 18(13) 55(98) 30(64)79(12)474(294)152(25)69(44)Clinton AveTemperance AveTemperance AveClinton Ave &3.313(496)36(19)118(23) 113(9) 59(17) 11(32) 78(35) 9(55) Tentative Tract 6214 - City of Fresno Existing - Traffic Volumes, Geometrics and Controls Figure 2 www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 17 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Existing plus Project Traffic Conditions Project Description The Project proposes to subdivide 65.98 acres to include 45.86 acres of single family residential land uses and a remainder parcel of 20.12 acres at the southeast quadrant of Clinton Avenue and Fowler Avenue. Within the 45.86 acres, the Project proposes to develop 210 single-family residential units. Of the 45.86 acres, 21.25 are zoned for Medium Density Residential consistent with the proposed Project. However, 13.52 acres are zoned for Elementary School and 11.09 acres are zoned for Urban Neighborhood Residential. Therefore, based on information provided to JLB, the Project will undergo a General Plan Amendment to modify the land uses intended for Elementary School and Urban Neighborhood Residential to Medium Density Residential (5.0-12 du/ac). Furthermore, the remainder 20.12 acres parcel will also undergo a General Plan Amendment to modify its intended land use from Medium Density Residential to Elementary School. Figure 3 illustrates the latest Project Site Plan. Project Access Based on the latest Project Site Plan, access to and from the Project site will be from two (2) points for the Existing plus Project Traffic Conditions and Near Term plus Project Traffic Conditions scenarios and three (3) points for the Cumulative Year 2035 plus Project Traffic Conditions scenario. The Existing plus Project and Near Term plus Project scenarios will have an access point located along the south side of Clinton Avenue at approximately 975 feet east of Fowler Avenue and another located on the east side of Fowler Avenue at a point approximately 1,300 feet south of Clinton Avenue. Both of these access points are proposed as full access points. The Cumulative Year 2035 plus Project scenario will include the access points described above with the addition of another access point located on the north side of the future McKinley Avenue alignment at approximately 925 feet east of Fowler Avenue. This access point to the north side of McKinley Avenue is also planned as a full access point. 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 driveways to be constructed indicates that they are located at points the minimize traffic operational impacts to the existing roadway network. JLB also analyzed the conceptual roadways within the Project. Based on this review, it is recommended that the Project incorporate the recommendations presented in more detail within the Level of Service and Queuing Analyses for the intersection of Kerry Avenue and Fowler Avenue. It is recommended that access to Kerry Avenue be limited to a left-in, right-in, right-out access only. By incorporating the recommendations presented in the Level of Service and Queuing Analyses, on- and off-site traffic operations and circulation would be improved to acceptable levels. Bikeways Currently, bike lanes exist in the vicinity of the proposed Project site along Clinton Avenue and Fowler Avenue. The City of Fresno “Bicycle, Pedestrian & Trails Master Plan” recommends that Class II Bike Lanes be implemented on: 1) Clinton Avenue between Clovis Avenue and Locan Avenue, 2) Fowler Avenue south of Clinton Avenue, 3) Armstrong Avenue south of the City of Clovis SOI, 4) Temperance Avenue through the City of Fresno SOI, and 5) Olive Avenue between the western limits of the City of Fresno SOI and www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 18 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Fancher Avenue in the City of Fresno. Therefore, it is recommended that the Project implement Class II bike lanes along its frontages to Clinton Avenue and Fowler Avenue. 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 45, which runs on Princeton Avenue and Fowler Avenue, approximately 0.42 miles to the north of the proposed Project. Route 45 operates at 60-minute intervals on weekdays and weekends and its nearest stop to the Project site is located on the south side of Princeton Avenue approximately 150 feet west of Fowler Avenue. This route provides a direct connection to Palm Lakes Golf Course, Bullard High School, Gillis Library, Fresno High School, Fresno City College, Manchester Transit Center, Army Navy Reserve and the Shields/Fowler Industrial Park. Retention of the existing and expansion of future transit routes is dependent on transit ridership demand and available funding. Trip Generation Trip generation rates for 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 IIIA presents the trip generation for the proposed Project with trip generation rates for Single-Family Detached Housing. The proposed Project (Tract 6214) is estimated to generate a maximum of 1,982 daily trips, 155 AM peak hour trips and 208 PM peak hour trips. Table IIIB presents the trip generation for the remainder parcel (once developed as a school by others) is estimated to generate a maximum of 1,418 daily trips, 503 AM peak hour trips and 128 PM peak hour trips. Table IIIC presents the combined trip generation of the Project with built out of the remainder parcel; which combined would generate a maximum of 3,400 daily trips, 658 AM peak hour trips and 336 PM peak hour trips. Table IV presents the trip generation for the Existing General Plan Land Use Designations with trip generation rates for Single-Family Detached Housing, Multifamily Housing (Low-Rise), and Elementary School. The Existing General Plan Land Use Designations are anticipated to generate a maximum of 4,579 daily trips, 601 AM peak hour trips and 430 PM peak hour trips. Compared to the Existing General Plan Land Use designations, the proposed Project is estimated to reduce traffic by 1,179 daily, increase 57 AM peak hour and decrease 94 PM peak hour trips. The difference in trip generation is summarized in Table V. Table IIIA: Proposed Project Land Use 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) 210 d.u. 9.44 1,982 0.74 25 75 39 116 155 0.99 63 37 131 77 208 Total Project Trips 1,982 39 116 155 131 77 208 www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 19 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Table IVB: Proposed Remainder Land Use Trip Generation Table VC: Sum of Project plus Remainder Trip Generation Table VI: Existing General Plan Land Use Designation Trip Generation Note: d.u. = Dwelling Units Table VII: Difference in Trip Generation Trip Distribution The trip distribution assumptions were developed based on existing travel patterns, the Fresno COG traffic model runs, data provided by the developer, knowledge of the study area, engineering judgment, existing residential and commercial densities, and the City’s General Plan Circulation Element. Figure 4 illustrates the 2018 Project Only Trips to the study intersections. 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 % % Elementary School (520) (20.12 AC) 750 students 1.89 1,418 0.67 54 46 272 231 503 0.17 48 52 61 67 128 Total Project Trips 1,418 272 231 503 61 67 128 Daily AM Peak Hour PM Peak Hour In Out Total In Out Total Project Trip Generation (Tract 6214) 1,982 39 116 155 131 77 208 Remainder Trip Generation 1,418 272 231 503 61 67 128 Change in Trip Generation 3,400 311 347 658 192 144 336 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 (21.25 AC) Detached Housing (210) 127 d.u. 9.44 1,199 0.74 25 75 24 70 94 0.99 63 37 79 47 126 Single-Family (20.12 AC) Detached Housing (210) 120 d.u. 9.44 1,133 0.74 25 75 22 67 89 0.99 63 37 75 44 119 Multifamily Housing (11.09 AC) (Low-Rise) (220) 177 d.u. 7.32 1,296 0.46 23 77 19 62 81 0.56 63 37 62 37 99 Elementary School (520) (13.52 AC) 503 students 1.89 951 0.67 54 46 182 155 337 0.17 48 52 41 45 86 Total Project Trips 4,579 247 354 601 257 173 430 Daily AM Peak Hour PM Peak Hour In Out Total In Out Total Existing General Plan Land Use Designation Trip Generation 4,579 247 354 601 257 173 430 Proposed Project Land Use Trip Generation 3,400 311 347 658 192 144 128 Change in Trip Generation -1,179 64 -7 57 -65 -29 -94 www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 20 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Safe Routes to School Kindergarten through 12th grade students from the Project will be served by the Clovis Unified School District. The Clovis Unified School District provides transportation for students who live in excess of an established radius zone. The zone is a radius of 1 mile for grades Kindergarten through 6th and 2.5 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 Temperance-Kutner Elementary School located on the southeast corner of Olive Avenue and Armstrong Avenue. Temperance-Kutner Elementary School is located 0.65 and 1.15 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 Temperance-Kutner Elementary School campus would begin from the westmost end of the Project along the east side of Fowler Avenue. Although there is a lack of walkways along the east side of Fowler Avenue, it is anticipated that students would proceed south along the east side of Fowler Avenue towards the intersection of Floradora Avenue and Fowler Avenue. The intersection of Floradora Avenue and Fowler Avenue is controlled by an all-way stop and contains unmarked crosswalks on all approaches. Students would proceed to cross Floradora Avenue along the east side of Fowler Avenue and continue to head south along the east side of Fowler Avenue towards the intersection of Olive Avenue and Fowler Avenue. The intersection of Olive Avenue and Fowler Avenue is controlled by an all-way stop and contains unmarked crosswalks on all approaches. Although there is a lack of walkways along both side of Olive Avenue, it is anticipated that students would proceed to cross Olive Avenue along the east side of Fowler Avenue and proceed east along the south side of Olive Avenue towards the intersection of Olive Avenue and Armstrong Avenue. The intersection of Olive Avenue and Armstrong Avenue is controlled by an all-way stop and contains marked crosswalks on the westbound, northbound and southbound approaches. Students would proceed to cross Armstrong Avenue along the south side of Olive Avenue and proceed south along the east side of Armstrong Avenue until reaching a campus entrance. Since the walking distance between the Project and the Temperance-Kutner Elementary School campus is approximately 1.2 miles and there are no walkways in between, it is anticipated that a large percentage of elementary school students will likely be driven to school. To promote alternative modes of transportation to Temperance-Kutner Elementary School, it is recommended that the Clovis Unified School District work with the City of Fresno and County of Fresno to implement a Safe Routes to School plan and to seek grant funding to help build bikeways and walkways where they are lacking within the one-mile radius of the existing school site. Based on the attendance area boundaries at the time of the preparation of this TIA, middle school students would attend Reyburn Intermediate School located on the southeast quadrant of Gettysburg Avenue and DeWolf Avenue. Reyburn Intermediate School is located 2.80 and 3.20 miles from the nearest and farthest future home on the Project. Therefore, it is anticipated that middle school students will be bused from the Project to school. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 21 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Based on the attendance area boundaries at the time of the preparation of this TIA, high school students would attend Clovis East High School located on the southeast quadrant of Gettysburg Avenue and DeWolf Avenue. Clovis East High School is located 2.64 and 3.07 miles away from the nearest and farthest future home on the Project. Therefore, it is anticipated that high school students will be bused from the Project to school. Results of Existing plus Project Level of Service Analysis The Existing plus Project Traffic Conditions scenario assumes that the existing roadway geometrics and traffic controls will remain in place. Figure 5 illustrates the Existing plus Project turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Existing plus Project Traffic Conditions scenario are provided in Appendix F. Table VI presents a summary of the Existing plus Project peak hour LOS at the study intersections, while Table VII presents a summary of the Existing plus Project LOS for the study segments. Under this scenario, all study intersections are projected to operate at an acceptable LOS. However, the intersection of Olive Avenue and Fowler Avenue is projected to operate at LOS F during both peak periods. While the City of Fresno has made the appropriate findings to designate LOS F as the criteria of significance for Fowler Avenue between McKinley Avenue and Olive Avenue, it did so under the assumption that up to four through lanes would be built on Fowler Avenue. Therefore, to improve the LOS at this intersection, it is recommended that the same improvements presented in the Existing Traffic Conditions scenario be implemented. Under this scenario, all study segments are projected to operate at an acceptable LOS. Table VIII: Existing plus Project Intersection LOS Results ID Intersection Intersection Control AM Peak Hour PM Peak Hour Average Delay (sec/veh) LOS Average Delay (sec/veh) LOS 1 Clinton Avenue / Fowler Avenue Signalized 17.2 B 19.2 B 2 Clinton Avenue / Armstrong Avenue All-Way Stop 22.1 C 11.1 B 3 Clinton Avenue / Temperance Avenue Signalized 23.1 C 14.2 B 4 Kerry Avenue / Fowler Avenue One-Way Stop 18.3 C 20.5 C 5 McKinley Avenue / Fowler Avenue Does Not Exist N/A N/A N/A N/A 6 Floradora Avenue / Fowler Avenue All-Way Stop 13.8 B 17.7 C 7 Olive Avenue / Fowler Avenue All-Way Stop 81.1 F 107.3 F Signalized (Improved) 27.6 C 23.0 C 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 P a g e | 22 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Table IX: Existing plus Project Segment LOS Results ID Segment Limits Lanes 24-hour Volume LOS 1 Clinton Avenue Fowler Avenue and Armstrong Avenue 2 2,943 B 2 Clinton Avenue Armstrong Avenue and Temperance Avenue 2 1,843 B 3 Fowler Avenue Clinton Avenue and McKinley Avenue 2 12,490 C 4 Fowler Avenue McKinley Avenue and Floradora Avenue 2 12,502 C 5 Fowler Avenue Floradora Avenue and Olive Avenue 2 12,666 C 6 Fowler Avenue Olive Avenue and State Route 180 2 16,731 D Note: LOS = Level of Service per the Florida Roadway Segment LOS Tables Traffic Signal Warrants Peak hour traffic signal warrants, as appropriate, were prepared for the unsignalized intersections in the Existing plus Project Traffic Conditions scenario. These warrants are found in Appendix J. 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 intersection of Clinton Avenue and Armstrong Avenue satisfies peak hour signal warrants during the AM peak only, while the intersection of Olive Avenue and Fowler Avenue satisfies peak hour signal warrants during both peak periods. Based on the signal warrants and engineering judgement, signalization of the intersection of Olive Avenue and Fowler Avenue is recommended, whereas signalization of the intersection of Clinton Avenue and Armstrong Avenue is not recommended. It is worth noting that the CA MUTCD states that “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 1, 4, and 7, as applicable, be conducted for the intersection of Clinton Avenue and Armstrong Avenue. 004-054 - 02/21/18 - JA 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 N Not To Scale Tentative Tract 6214 - City of Fresno Project Site Plan Figure 3 CLOVIS AVETULARE ST.N. CLOVIS AVEFOWLER AVEAIRWAYS BLVD AI R C O R P W A Y WESTOVER AVE LARKIN AVEDAKOTA AVE TEMPERANCE AVESHIELDS AVE FLORADORA AVE OLIVE AVE McKINLEY AVE McKINLEY AVESUNNYSIDE AVEARMSTRONG AVECLINTON AVE SJVRR KERRY AVE 004-054 - 02/26/18 - 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 Solutions4(10)5(16)1(2)Clinton AveFowler AveFowler AveClinton Ave &1.8(11)11(2)10(19) 27(7) 1(1) 2(12) 7(27)7(23)15(57)Kerry AveFowler AveFowler AveKerry Ave &4. 20(15) 51(28) N Not To Scale LEGEND = AM PEAK HOUR TRIPS = PM PEAK HOUR TRIPS XX (XX) = SIGNALIZED INTERSECTION = STOP SIGN = STUDY INTERSECTION# = PROJECT LOCATION 6 7 1 4 5 2 3 = FUTURE ROADWAY = STUDY SEGMENT21(8)30(20)Olive AveFowler AveFowler AveOlive Ave &7.12(31)1(0) 2(26)51(28)Floradora AveFowler AveFowler AveFloradora Ave &6.15(57)McKinley AveFowler AveFowler AveMcKinley Ave &5. DOES NOT EXIST2(4)Clinton AveArmstrong AveArmstron AveClinton Ave &2. 4(5) 1(1) 1(6) 7(3)1(2)Clinton AveTemperance AveTemperance AveClinton Ave &3.1(1)2(2) 1(2) 0(3) 0(1) Tentative Tract 6214 - City of Fresno 2018 Project Only Trips Figure 4 CLOVIS AVETULARE ST.N. CLOVIS AVEFOWLER AVEAIRWAYS BLVD AI R C O R P W A Y WESTOVER AVE LARKIN AVEDAKOTA AVE TEMPERANCE AVESHIELDS AVE FLORADORA AVE OLIVE AVE McKINLEY AVE McKINLEY AVESUNNYSIDE AVEARMSTRONG AVECLINTON AVE SJVRR KERRY AVE 004-054 - 02/21/18 - JA 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 Solutions210(57)398(368)23(53)24(24)Clinton AveFowler AveFowler AveClinton Ave &1.303(439)83(27)49(34) 196(56) 33(14) 37(81) 76(198) 38(113)457(476)7(23)15(57)Kerry AveFowler AveFowler AveKerry Ave &4.373(472)20(15) 51(28) N Not To Scale LEGEND = AM PEAK HOUR TRIPS = PM PEAK HOUR TRIPS XX (XX) = SIGNALIZED INTERSECTION = STOP SIGN = STUDY INTERSECTION# = PROJECT LOCATION 6 7 1 4 5 2 3 = FUTURE ROADWAY = STUDY SEGMENT26(21)471(490)3(3)82(157)Olive AveFowler AveFowler AveOlive Ave &7.358(466)15(6)1(7) 110(47) 461(201) 23(31) 38(62) 19(50)491(526)15(3)15(8)Floradora AveFowler AveFowler AveFloradora Ave &6.382(518)2(10) 13(9) McKinley AveFowler AveFowler AveMcKinley Ave &5. DOES NOT EXIST49(18)423(128)42(12)10(13)Clinton AveArmstrong AveArmstrong AveClinton Ave &2.153(307)16(10)33(7) 135(35) 57(6) 19(14) 56(104) 37(67)80(14)474(294)152(25)69(44)Clinton AveTemperance AveTemperance AveClinton Ave &3.313(496)37(20)118(23) 115(11) 59(17) 12(34) 78(38) 9(56) Tentative Tract 6214 - City of Fresno Existing plus Project - Traffic Volumes, Geometrics and Controls Figure 5 www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 26 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Near Term plus Project 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 VIII were approved, near approval, or in the pipeline within the proximity of the proposed Project. The trip generation listed in Table VIII 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 VIII, the total trip generation for the near term projects is 110,768 daily trips, 8,753 AM peak hour trips and 10,661 PM peak hour trips. Figure 6 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 Traffic Conditions scenario. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 27 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Table X: Near Term Projects’ Trip Generation Approved Project Location Approved or Pipeline Project Name Daily Trips AM Peak Hour PM Peak Hour A TT 5171 (portion of)1 1,086 85 114 B TT 5341 (portion of)2 1,322 104 139 C TT 54242 1,369 107 144 D TT 54272 3,238 254 340 E TT 54642 1,746 137 183 F TT 54981 755 59 79 G TT 5531 (portion of)2 1,189 93 125 H TT 55922 2,436 191 255 I TT 56052 1,284 101 135 J TT 5626 (portion of)1 387 30 41 K TT 56382 4,295 337 450 L TT 5717 (portion of)3 7,834 489 776 M TT 59133 1,029 81 108 N TT 59531 887 70 93 O TT 5998 (portion of)1 736 58 77 P TT 6067 (portion of)3 236 19 25 Q TT 6095 (portion of)1 765 60 80 R TT 61011 1,048 82 110 S TT 6107 (portion of)1 1,605 126 168 T TT 6112 (portion of)1 519 41 54 U TT 6114 (portion of)1 878 69 92 V TT 6143 (portion of)1 1,520 119 159 W Fancher Creek Town Center (portion of)1 62,596 3,251 5,942 X Neighborhood Shopping Center (portion of)3 2,065 148 159 Y Sanger Education Center1 7,597 2,135 640 Z Sunnyside Market1 1,023 38 54 AA CUSD Elementary School1 1,323 469 119 Total Approved and Pipeline Project Trips 110,768 8,753 10,661 Note: 1 = Trip Generation prepared by JLB Traffic Engineering, Inc. based on readily available information 2 = Trip Generation based on Peters Engineering Traffic Impact Analysis Report 3 = Trip Generation based on TJKM Traffic Impact Analysis Report www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 28 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Results of Near Term plus Project Level of Service Analysis The Near Term plus Project Traffic Conditions scenario assumes that the existing roadway geometrics and traffic controls will remain in place. Figure 7 illustrates the Near Term plus Project turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Near Term plus Project Traffic Conditions scenario are provided in Appendix G. Table IX presents a summary of the Near Term plus Project peak hour LOS at the study intersections, while Table X presents a summary of the Near Term plus Project LOS for the study segments. Under this scenario, the intersections of Clinton Avenue and Armstrong Avenue and Kerry Avenue and Fowler Avenue are projected to exceed their LOS threshold during one or both peak periods. To improve the LOS at the intersections projected to exceed their LOS threshold, it is recommended that the following improvements be implemented. • Clinton Avenue and Armstrong 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 Add a northbound left-turn lane; o Modify the northbound 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-right lane; and o Signalize the intersection with protective left-turn phasing in all directions. • Kerry Avenue and Fowler Avenue o Prohibit left-out turning movements; o Add a southbound left-turn lane; and o Modify the southbound left-through lane to a through lane. In addition, the intersections of Floradora Avenue and Fowler Avenue and Olive Avenue and Fowler Avenue are projected to operate at LOS F during both peak periods. While the City of Fresno has made the appropriate findings to designate LOS F as the criteria of significance for Fowler Avenue between McKinley Avenue and Olive Avenue, it did so under the assumption that up to four through lanes would be built on Fowler Avenue. Therefore, to improve the LOS at these intersections, it is recommended that the following improvements be implemented. • Floradora Avenue and Fowler Avenue o Add a westbound left-turn lane; o Modify the westbound left-right lane to a right-turn lane; o Add a northbound through lane; o Add a southbound left-turn lane; o Modify the southbound left-through lane to a through lane; and o Add a southbound through lane. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 29 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 • Olive Avenue and Fowler Avenue o Implement the same improvements presented in the Existing Traffic Conditions scenario. Under this scenario, the segment of Fowler Avenue between Clinton Avenue and McKinley Avenue is projected to operate at an unacceptable LOS. To improve the LOS of this segment, it is recommended that Fowler Avenue be modified to accommodate two lanes in each direction. Between the Existing Traffic Conditions and the Near Term plus Project Traffic Conditions scenarios, the Project accounts for 1.8 percent of the daily trips, 1.7 percent of the AM peak hour trips and 1.9 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. However, if all of the near term projects are completed close to the completion date of the proposed Project, the detailed recommended improvements presented under this scenario may be necessary in order to improve the LOS to the City's target LOS threshold. Table XI: Near Term plus Project Intersection LOS Results ID Intersection Intersection Control AM Peak Hour PM Peak Hour Average Delay (sec/veh) LOS Average Delay (sec/veh) LOS 1 Clinton Avenue / Fowler Avenue Signalized 24.2 C 29.6 C 2 Clinton Avenue / Armstrong Avenue All-Way Stop 96.7 F 22.9 C Signalized (Mitigated) 24.1 C 17.3 B 3 Clinton Avenue / Temperance Avenue Signalized 47.5 D 19.4 B 4 Kerry Avenue / Fowler Avenue One-Way Stop >120.0 F 45.9 E One- Way Stop (Mitigated) 17.8 C 17.5 C 5 McKinley Avenue / Fowler Avenue Does Not Exist N/A N/A N/A N/A 6 Floradora Avenue / Fowler Avenue All-Way Stop 78.2 F 101.4 F All-Way Stop (Improved) 20.6 C 33.6 D 7 Olive Avenue / Fowler Avenue All-Way Stop >120.0 F >120.0 F Signalized (Improved) 26.9 C 19.9 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. Table XII: Near Term plus Project Segment LOS Results ID Segment Limits Lanes 24-hour Volume LOS 1 Clinton Avenue Fowler Avenue and Armstrong Avenue 2 4,863 C 2 Clinton Avenue Armstrong Avenue and Temperance Avenue 2 3,403 B 3 Fowler Avenue Clinton Avenue and McKinley Avenue 2 18,520 E 4 (Mitigated) C 4 Fowler Avenue McKinley Avenue and Floradora Avenue 2 18,622 E 5 Fowler Avenue Floradora Avenue and Olive Avenue 2 18,906 E 6 Fowler Avenue Olive Avenue and State Route 180 2 22,241 E Note: LOS = Level of Service per the Florida Roadway Segment LOS Tables www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 30 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Traffic Signal Warrants Peak hour traffic signal warrants, as appropriate, were prepared for the unsignalized intersections in the Near Term plus Project Traffic Conditions scenario. These warrants are found in Appendix J. 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 Clinton Avenue and Armstrong Avenue and Olive Avenue and Fowler Avenue satisfy peak hour signal warrants during both peak periods. Based on the signal warrants and engineering judgement, signalization of these intersections is recommended. CLOVIS AVETULARE ST.N. CLOVIS AVEFOWLER AVEAIRWAYS BLVD AI R C O R P W A Y WESTOVER AVE LARKIN AVEDAKOTA AVE TEMPERANCE AVESHIELDS AVE FLORADORA AVE OLIVE AVE McKINLEY AVE McKINLEY AVESUNNYSIDE AVEARMSTRONG AVECLINTON AVE SJVRR KERRY AVE 004-054 - 02/23/18 - JA 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 Solutions19(20)240(197)24(18)39(58)Clinton AveFowler AveFowler AveClinton Ave &1.209(233)19(7)12(31) 12(16) 82(44) 13(5) 17(25) 11(24)226(225)110(25)Kerry AveFowler AveFowler AveKerry Ave &4.170(273)97(26) N Not To Scale LEGEND = AM PEAK HOUR TRIPS = PM PEAK HOUR TRIPS XX (XX) = SIGNALIZED INTERSECTION = STOP SIGN = STUDY INTERSECTION# = PROJECT LOCATION 6 7 1 4 5 2 3 = FUTURE ROADWAY = STUDY SEGMENT50(37)288(237)1(0)4(21)Olive AveFowler AveFowler AveFloradora Ave &7.243(270)6(9)1(0) 4(12) 10(11) 13(15) 41(47)336(256)4(8)Floradora AveFowler AveFowler AveFloradora Ave &6.276(298)3(8) McKinley AveFowler AveFowler AveMcKinley Ave &5.26(20)98(73)5(13)13(33)Clinton AveArmstrong AveArmstrong AveClinton Ave &2.54(77)5(27)14(9) 53(33) 37(22) 27(10) 27(46) 19(25)32(30)196(105)24(77)2(20)Clinton AveTemperance AveTemperance AveClinton Ave &3.121(131)6(30)69(46) 16(11) 18(7) 16(12) 8(15) 26(34) A B C D F H I L X Tentative Tract 6214 - City of Fresno Near Term Projects' Trip Assignment Figure 6 DOES N OT EXIST EG K MN O P Q R ST U V W Y Z AA J CLOVIS AVETULARE ST.N. CLOVIS AVEFOWLER AVEAIRWAYS BLVD AI R C O R P W A Y WESTOVER AVE LARKIN AVEDAKOTA AVE TEMPERANCE AVESHIELDS AVE FLORADORA AVE OLIVE AVE McKINLEY AVE McKINLEY AVESUNNYSIDE AVEARMSTRONG AVECLINTON AVE SJVRR KERRY AVE 004-054 - 02/21/18 - JA 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 Solutions229(77)638(565)47(71)63(82)Clinton AveFowler AveFowler AveClinton Ave &1.512(672)102(34)61(65) 208(72) 115(58) 50(86) 93(223) 49(137)683(701)117(48)15(57)Kerry AveFowler AveFowler AveKerry Ave &4.543(745)117(41) 51(28) N Not To Scale LEGEND = AM PEAK HOUR TRIPS = PM PEAK HOUR TRIPS XX (XX) = SIGNALIZED INTERSECTION = STOP SIGN = STUDY INTERSECTION# = PROJECT LOCATION 6 7 1 4 5 2 3 = FUTURE ROADWAY = STUDY SEGMENT76(58)759(727)4(3)86(178)Olive AveFowler AveFower AveOlive Ave &7.601(736)21(15)2(7) 114(59) 471(212) 23(31) 51(77) 60(97)827(782)15(3)19(16)Floradora AveFowler AveFowler AveFloradora Ave &6.658(816)2(10) 16(17) McKinley AveFowler AveFowler AveMcKinley Ave &5.75(38)521(201)47(25)23(46)Clinton AveArmstrong AveArmstrong AveClinton Ave &2.207(384)21(37)47(16) 188(68) 94(28) 46(24) 83(150) 56(92)112(44)670(399)176(102)71(64)Clinton AveTemperance AveTemperance AveClinton Ave &3.434(627)43(50)187(69) 131(22) 77(24) 28(46) 86(53) 35(90) Tentative Tract 6214 - City of Fresno Near Term plus Project - Traffic Volumes, Geometrics and Controls Figure 7 DOES NOT EXIST www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 33 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Cumulative Year 2035 No Project Traffic Conditions The Cumulative Year 2035 No Project Traffic Conditions scenario assumes that the existing roadway geometrics and traffic controls will remain in place with one exception. For purposes of this TIA, it was assumed that the McKinley Avenue extends to and through Fowler Avenue by the year 2035. It was assumed that McKinley Avenue would be built as two-lane collector divided by a two-way left-turn lane. Furthermore, it was assumed that the intersection of McKinley Avenue and Fowler Avenue would be controlled by a two-way stop on McKinley and contain a left-turn lane with a through-right lane on all approaches. Results of Cumulative Year 2035 No Project Level of Service Analysis The Cumulative Year 2035 No Project Traffic Conditions scenario assumes that McKinley Avenue will exist west and east of Fowler Avenue. Figure 8 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 H. Table XI presents a summary of the Cumulative Year 2035 No Project peak hour LOS at the study intersections, while Table XII presents a summary of the Cumulative year 2035 No Project LOS for the study segments. Under this scenario, the intersections of Clinton Avenue and Armstrong Avenue and Clinton Avenue and Temperance Avenue are projected to exceed their LOS threshold during both peak periods. To improve the LOS at the intersections projected to exceed their LOS threshold, it is recommended that the following improvements be implemented. • Clinton Avenue and Armstrong 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 Add a northbound left-turn lane; o Add a northbound through lane; o Modify the northbound left-through-right lane to a through-right lane; o Add a southbound left-turn lane; o Add a southbound through lane; o Modify the southbound left-through-right lane to a through-right lane; and o Signalize the intersection with protective left-turn phasing in all directions. • Clinton Avenue and Temperance Avenue o Modify the westbound through-right lane to a through lane; o Add a westbound right-turn lane; o Stripe two northbound through lanes; o Add two southbound through lanes; and o Modify the traffic signal to accommodate the added lane geometrics. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 34 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 In addition, the intersections of McKinley Avenue and Fowler Avenue, Floradora Avenue and Fowler Avenue, and Olive Avenue and Fowler Avenue are projected to operate at LOS F during both peak periods. While the City of Fresno has made the appropriate findings to designate LOS F as the criteria of significance for Fowler Avenue between McKinley Avenue and Olive Avenue, it did so under the assumption that up to four through lanes would be built on Fowler Avenue. Therefore, to improve the LOS at these intersections, it is recommended that the following improvements be implemented. • McKinley Avenue and Fowler 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 a northbound through lane; o Modify the northbound through-right lane to a through lane; o Add a northbound right-turn lane; o Add a southbound through 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 in all directions; o Implement overlap phasing of the eastbound right-turn with the northbound left-turn phase; and o Prohibit northbound to southbound U-turns. • Floradora Avenue and Fowler Avenue o Add a northbound through lane; o Add a southbound through lane; and o Install a two-lane roundabout. • Olive Avenue and Fowler Avenue o Modify the eastbound through-right lane to a through lane; o Add an eastbound right-turn lane; o Add a second westbound left-turn lane; o Modify the westbound through-right lane to a through lane; o Add a westbound right-turn lane; o Add a northbound left-turn lane; o Add a northbound through lane; o Modify the northbound left-through-right lane to a through-right lane; o Add a northbound right-turn lane; o Add a southbound left-turn lane; o Add a southbound through lane; o Modify the southbound left-through-right lane to a through lane; o Add a southbound right-turn lane; and o Signalize the intersection with protective left-turn phasing in all directions. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 35 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Under this scenario, the segment of Fowler Avenue between Clinton Avenue and McKinley Avenue is projected to operate at an unacceptable LOS. To improve the LOS of this segment, it is recommended that Fowler Avenue be modified to accommodate two lanes in each direction. Table XIII: 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 Clinton Avenue / Fowler Avenue Signalized 36.3 D 39.1 D 2 Clinton Avenue / Armstrong Avenue All-Way Stop >120.0 F >120.0 F Signalized (Mitigated) 38.4 D 28.8 C 3 Clinton Avenue / Temperance Avenue Signalized >120.0 F >120.0 F Signalized (Mitigated) 69.7 E 43.5 D 4 Kerry Avenue / Fowler Avenue Does Not Exist N/A N/A N/A N/A 5 McKinley Avenue / Fowler Avenue Two-Way Stop >120.0 F >120.0 F Signalized (Improved) 47.5 D 47.7 D 6 Floradora Avenue / Fowler Avenue All-Way Stop >120.0 F >120.0 F Roundabout (Improved) 10.7 B 11.7 B 7 Olive Avenue / Fowler Avenue All-Way Stop >120.0 F >120.0 F Signalized (Improved) 41.9 D 37.3 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. Table XIV: Cumulative Year 2035 No Project Segment LOS Results ID Segment Limits Lanes 24-hour Volume LOS 1 Clinton Avenue Fowler Avenue and Armstrong Avenue 2 9,510 C 2 Clinton Avenue Armstrong Avenue and Temperance Avenue 2 8,560 C 3 Fowler Avenue Clinton Avenue and McKinley Avenue 2 19,580 E 4 (Mitigated) C 4 Fowler Avenue McKinley Avenue and Floradora Avenue 2 25,270 E 4 (Improved) C 5 Fowler Avenue Floradora Avenue and Olive Avenue 2 25,470 E 4 (Improved) C 6 Fowler Avenue Olive Avenue and State Route 180 2 29,090 E 4 (Improved) C Note: LOS = Level of Service per the Florida Roadway Segment LOS Tables 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 J. 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 Clinton Avenue and Armstrong Avenue, McKinley Avenue and Fowler Avenue, and Olive Avenue and Fowler Avenue satisfy peak hour signal warrants during both peak periods. Based on the signal warrants and engineering judgement, signalization of these intersections is recommended. CLOVIS AVETULARE ST.N. CLOVIS AVEFOWLER AVEAIRWAYS BLVD AI R C O R P W A Y WESTOVER AVE LARKIN AVEDAKOTA AVE TEMPERANCE AVESHIELDS AVE FLORADORA AVE OLIVE AVE McKINLEY AVE McKINLEY AVESUNNYSIDE AVEARMSTRONG AVECLINTON AVE SJVRR KERRY AVE 004-054 - 02/26/18 - 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 Solutions229(77)638(627)42(69)199(318)Clinton AveFowler AveFowler AveClinton Ave &1.586(662)91(36)73(46) 193(97) 358(211) 48(74) 86(196) 49(137) Kerry AveFowler AveFowler AveKerry Ave &4. N Not To Scale LEGEND = AM PEAK HOUR TRIPS = PM PEAK HOUR TRIPS XX (XX) = SIGNALIZED INTERSECTION = STOP SIGN = STUDY INTERSECTION# = PROJECT LOCATION 6 7 1 4 5 2 3 = FUTURE ROADWAY = STUDY SEGMENT91(107)1155(1063)35(17)149(296)Olive AveFowler AveFowler AveOlive Ave &7.941(1070)38(15)2(44) 497(301) 591(373) 35(75) 168(394) 137(228)1265(1191)15(3)19(16)Floradora AveFowler AveFowler AveFloradora Ave &6.1076(1323)2(10) 16(17)95(94)749(794)54(82)162(228)McKinley AveFowler AveFowler AveMcKinley Ave &5.611(808)295(281)82(45) 96(34) 316(103) 206(282) 34(74) 51(112)135(36)890(506)76(60)23(100)Clinton AveArmstrong AveArmstrong AveClinton Ave &2.422(790)71(42)66(28) 378(213) 120(61) 51(39) 132(394) 88(106)151(60)1833(1361)221(145)184(310)Clinton AveTemperance AveTemperance AveClinton Ave &3.1195(1857)154(120)237(134) 246(92) 281(154) 74(152) 150(211) 35(180) Tentative Tract 6214 - City of Fresno Cumulative Year 2035 No Project - Traffic Volumes, Geometrics and Controls Figure 8 DOES N OT EXIST www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 37 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Cumulative Year 2035 plus Project Traffic Conditions The Cumulative Year 2035 plus Project Traffic Conditions scenario assumes that the Existing plus Project roadway geometrics and traffic controls will remain in place with a few exceptions. Similar to the Cumulative Year 2035 No Project Traffic Conditions scenario, the Cumulative Year 2035 plus Project Traffic Conditions scenario assumes the same changes in the roadway network with one additional change. By the year 2035, it is assumed that the mitigation measures presented for the intersection of Kerry Avenue and Fowler Avenue in the Near Term plus Project Traffic Conditions scenario have been implemented and access to Kerry Avenue is limited to left-in, right-in, right-out access only. 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. Figure 9 illustrate the 2035 Project Only Trips to the study intersections. Results of Cumulative Year 2035 plus Project Level of Service Analysis Figure 10 illustrates the Cumulative Year 2035 plus Project turning movement volumes, intersection geometrics and traffic controls. LOS worksheets for the Cumulative Year 2035 plus Project Traffic Conditions scenario are provided in Appendix I. Table XIII presents a summary of the Cumulative Year 2035 No Project peak hour LOS at the study intersections, while Table XIV presents a summary of the Cumulative year 2035 plus Project LOS for the study segments. Under this scenario, the intersections of Clinton Avenue and Armstrong Avenue and Clinton Avenue and Temperance Avenue are projected to exceed their LOS threshold during both peak periods. To improve the LOS at these intersections, it is recommended that the same improvements presented in the Cumulative Year 2035 No Project Traffic Conditions scenario be implemented. In addition, the intersections of McKinley Avenue and Fowler Avenue, Floradora Avenue and Fowler Avenue, and Olive Avenue and Fowler Avenue are projected to operate at LOS F during both peak periods. While the City of Fresno has made the appropriate findings to designate LOS F as the criteria of significance for Fowler Avenue between McKinley Avenue and Olive Avenue, it did so under the assumption that up to four through lanes would be built on Fowler Avenue. Therefore, to improve the LOS at these intersections, it is recommended that the same improvements presented in the Cumulative Year 2035 No Project Traffic Conditions scenario be implemented. Further, while the intersection of Clinton Avenue and Fowler Avenue is projected to operate at an acceptable LOS during both peak periods, it was necessary to modify the northbound movement to improve queuing. As a result, the intersection of Kerry Avenue and Fowler Avenue was also modified due to its proximity to both Clinton Avenue and McKinley Avenue. To improve queuing at these intersections, it is recommended that the following improvements be implemented. • Clinton Avenue and Fowler Avenue o Add a northbound through lane; and o Modify the traffic signal to accommodate the added lane geometrics. • Kerry Avenue and Fowler Avenue o Add a northbound through lane. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 38 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Under this scenario, the segment of Fowler Avenue between Clinton Avenue and McKinley Avenue is projected to operate at an unacceptable LOS. To improve the LOS of this segment, it is recommended that Fowler Avenue be modified to accommodate two lanes in each direction. Table XV: Cumulative Year 2035 plus Project Intersection LOS Results ID Intersection Intersection Control AM Peak Hour PM Peak Hour Average Delay (sec/veh) LOS Average Delay (sec/veh) LOS 1 Clinton Avenue / Fowler Avenue Signalized 48.9 D 47.7 D Signalized (Mitigated) 46.7 D 37.0 D 2 Clinton Avenue / Armstrong Avenue All-Way Stop >120.0 F >120.0 F Signalized (Mitigated) 39.4 D 29.7 C 3 Clinton Avenue / Temperance Avenue Signalized >120.0 F >120.0 F Signalized (Mitigated) 70.5 E 44.0 D 4 Kerry Avenue / Fowler Avenue One-Way Stop 25.0 D 22.0 C One- Way Stop (Mitigated) 14.2 B 13.5 B 5 McKinley Avenue / Fowler Avenue Two-Way Stop >120.0 F >120.0 F Signalized (Improved) 52.2 D 34.9 C 6 Floradora Avenue / Fowler Avenue All-Way Stop >120.0 F >120.0 F Roundabout (Improved) 11.2 B 12.3 B 7 Olive Avenue / Fowler Avenue All-Way Stop >120.0 F >120.0 F Signalized (Improved) 45.0 D 39.1 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. Table XVI: Cumulative Year 2035 plus Project Segment LOS Results ID Segment Limits Lanes 24-hour Volume LOS 1 Clinton Avenue Fowler Avenue and Armstrong Avenue 2 10,085 C 2 Clinton Avenue Armstrong Avenue and Temperance Avenue 2 8,662 B 3 Fowler Avenue Clinton Avenue and McKinley Avenue 2 20,233 E 4 (Mitigated) C 4 Fowler Avenue McKinley Avenue and Floradora Avenue 2 26,077 E 4 (Improved) C 5 Fowler Avenue Floradora Avenue and Olive Avenue 2 26,276 E 4 (Improved) C 6 Fowler Avenue Olive Avenue and State Route 180 2 29,795 E 4 (Improved) C Note: LOS = Level of Service per the Florida Roadway Segment LOS Tables www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 39 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Traffic Signal Warrants Peak hour traffic signal warrants, as appropriate, were prepared for the unsignalized intersections in the Cumulative Year 2035 plus Project Traffic Conditions scenario. These warrants are found in Appendix J. 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 Clinton Avenue and Armstrong Avenue, McKinley Avenue and Fowler Avenue, and Olive Avenue and Fowler Avenue satisfy peak hour signal warrants during both peak periods. Based on the signal warrants and engineering judgement, signalization of these intersections is recommended. Project’s Trip Assignment to Caltrans Facilities The 2035 Project Only Trip assignment to the interchange of State Route 180 at Fowler Avenue is illustrated in Figure 11. CLOVIS AVETULARE ST.N. CLOVIS AVEFOWLER AVEAIRWAYS BLVD AI R C O R P W A Y WESTOVER AVE LARKIN AVEDAKOTA AVE TEMPERANCE AVESHIELDS AVE FLORADORA AVE OLIVE AVE McKINLEY AVE McKINLEY AVESUNNYSIDE AVEARMSTRONG AVECLINTON AVE SJVRR KERRY AVE 004-054 - 02/26/18 - 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 Solutions3(14)6(27)Clinton AveFowler AveFowler AveClinton Ave &1.12(8)4(0)23(16) 9(4) 0(5) 3(9)34(17)3(19)9(37)Kerry AveFowler AveFowler AveKerry Ave &4. 50(25) N Not To Scale LEGEND = AM PEAK HOUR TRIPS = PM PEAK HOUR TRIPS XX (XX) = SIGNALIZED INTERSECTION = STOP SIGN = STUDY INTERSECTION# = PROJECT LOCATION 6 7 1 4 5 2 3 = FUTURE ROADWAY = STUDY SEGMENT19(12)32(15)Olive AveFowler AveFowler AveOlive Ave &7.11(35)1(1) 4(19)51(27)Floradora AveFowler AveFowler AveFloradora Ave &6.16(55)34(17)7(18)McKinley AveFowler AveFowler AveMcKinley Ave &5.9(37)17(10)3(5)1(1)1(0)Clinton AveArmstrong AveArmstrong AveClinton Ave &2.2(1)1(1)3(6) 0(1) 2(3) 4(7) 4(4)1(3)1(1)Clinton AveTemperance AveTemperance AveClinton Ave &3.0(1)1(1)1(2) 1(3) 1(2) 3(2)34(17)Tentative Tract 6214 - City of Fresno 2035 Project Only Trips Figure 9 CLOVIS AVETULARE ST.N. CLOVIS AVEFOWLER AVEAIRWAYS BLVD AI R C O R P W A Y WESTOVER AVE LARKIN AVEDAKOTA AVE TEMPERANCE AVESHIELDS AVE FLORADORA AVE OLIVE AVE McKINLEY AVE McKINLEY AVESUNNYSIDE AVEARMSTRONG AVECLINTON AVE SJVRR KERRY AVE 004-054 - 02/26/18 - 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 Solutions229(77)641(641)48(96)199(318)Clinton AveFowler AveFowler AveClinton Ave &1.598(670)95(36)96(62) 202(101) 358(211) 48(79) 89(205) 49(137)947(956)113(44)9(37)Kerry AveFowler AveFowler AveKerry Ave &4.749(968)147(51) N Not To Scale LEGEND = AM PEAK HOUR TRIPS = PM PEAK HOUR TRIPS XX (XX) = SIGNALIZED INTERSECTION = STOP SIGN = STUDY INTERSECTION# = PROJECT LOCATION 6 7 1 4 5 2 3 = FUTURE ROADWAY = STUDY SEGMENT110(119)1187(1078)35(17)149(296)Olive AveFowler AveFowler AveOlive Ave &7.952(1105)38(15)3(45) 497(301) 591(373) 35(75) 168(394) 141(247)1316(1218)15(3)19(16)Floradora AveFowler AveFowler AveFloradora Ave &6.1092(1378)2(10) 16(17)95(94)783(811)54(82)169(246)McKinley AveFowler AveFowler AveMcKinley Ave &5.620(845)295(281)82(45) 96(34) 333(113) 206(282) 34(74) 51(112)138(41)891(507)76(60)24(100)Clinton AveArmstrong AveArmstrong AveClinton Ave &2.424(791)72(43)66(28) 381(219) 120(62) 53(42) 136(401) 92(110)152(63)1834(1362)221(145)184(310)Clinton AveTemperance AveTemperance AveClinton Ave &3.1195(1858)155(121)237(134) 247(94) 281(154) 75(155) 151(213) 38(182)34(17)Tentative Tract 6214 - City of Fresno Cumulative Year 2035 plus Project - Traffic Volumes, Geometrics and Controls Figure 10 004-054 - 02/26/18 - 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 N Not To Scale LEGEND = FUTURE ROADWAY 4(11) 13(7) 13(7) 0(0) 0(0) 4(11)10(6)4(14)32(15)11(35)2(10) 2(1 0 ) 2( 1 0 ) 0(0) 0(0)19(8)10(35)19(8)8(25)FOWLER AVEARMSTRONG AVEBELMONT AVE 9( 2 ) = AM PEAK HOUR TRIPS = PM PEAK HOUR TRIPS XX (XX) Tentative Tract 6214 - City of Fresno State Route 180 at Fowler Avenue Interchange - 2035 Project Only Trips Figure 11 FLORADORA AVE OLIVE AVE McKINLEY AVE 0(0) 9(2) www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 43 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Queuing Analysis Table XV provides a queue length summary for left- 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 XV 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- 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 XV. 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. • Clinton Avenue and Fowler Avenue o Consider increasing the storage capacity of the eastbound left-turn lane to 175 feet. o Consider increasing the storage capacity of the westbound left-turn lane to 300 feet. o Consider increasing the storage capacity of the northbound left-turn lane to 275 feet. o Consider increasing the storage capacity of the northbound right-turn lane to 125 feet. o The existing storage capacity of the southbound left-turn lane is projected to exceed that available for both peaks 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. • Clinton Avenue and Armstrong Avenue o Consider setting the storage capacity of the eastbound left-turn lane to 150 feet. o Consider setting the storage capacity of the westbound left-turn lane to 250 feet. o Consider setting the storage capacity of the northbound left-turn lane to 150 feet. o Consider setting the storage capacity of the southbound left-turn lane to 125 feet. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 44 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 • Clinton Avenue and Temperance 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 300 feet. o Consider setting the storage capacity of the westbound right-turn lane to 370 feet. o The existing storage capacity of the northbound left-turn lane is projected to exceed that available for the AM peak in the Cumulative Year 2035 No 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 225 feet. o Consider increasing the storage capacity of the southbound left-turn lane to 300 feet. • Kerry Avenue and Fowler Avenue o While the projected queuing demand, based on the latest site plan and travel patterns for the southbound left-turn lane is anticipated to be 60 feet of storage capacity, it is recommended that the storage capacity be set to 125 feet. • McKinley Avenue and Fowler Avenue o Consider setting the storage capacity of the eastbound left-turn lane to 150 feet. o Consider setting the storage capacity of the eastbound right-turn lane to 150 feet. o Consider setting the storage capacity of the westbound left-turn lane to 375 feet. o Consider setting the storage capacity of the westbound right-turn lane to 150 feet. o Consider setting the storage capacity of the northbound left-turn lane to 350 feet. o Consider setting the storage capacity of the northbound right-turn lane 100 feet. o Consider setting the storage capacity of the southbound left-turn lane to 200 feet. o Consider setting the storage capacity of the southbound right-turn lane to 225 feet. • Olive Avenue and Fowler Avenue o Consider increasing the storage capacity of the eastbound left-turn lane to 300 feet. o Consider setting the storage capacity of the eastbound right-turn lane to 150 feet. o Consider setting the storage capacity of the dual westbound left-turn lanes to 275 feet. o Consider setting the storage capacity of the westbound right-turn lane to 75 feet. o Consider setting the storage capacity of the northbound left-turn lane to 125 feet. o Consider setting the storage capacity of the northbound right-turn lane to 150 feet. o Consider setting the storage capacity of the southbound left-turn lane to 150 feet. o Consider setting the storage capacity of the southbound right-turn lane to 375 feet. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 45 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Table XVII: Queuing Analysis ID Intersection Existing Queue Storage Length (ft.) Existing Existing plus Project Near Term plus Project Cumulative Year 2035 No Project Cumulative Year 2035 plus Project AM PM AM PM AM PM AM PM AM PM 1 Clinton Avenue / Fowler Avenue EB Left 150 52 97 45 106 74 155 98 134 70 171 WB Left 225 64 29 72 37 167 98 304 209 305 284 WB Right 105 79 31 31 42 102 50 124 47 84 59 NB Left 175 83 57 91 51 214 265 247 173 190 97 NB Right 40 74 64 70 77 87 96 100 100 100 122 SB Left 255 39 48 41 62 228 106 148 104 360 360 SB Right >500 72 30 94 24 324 41 99 33 310 36 2 Clinton Avenue / Armstrong Avenue EB Left * * * * * 74 81 124 117 129 108 WB Left * * * * * 90 51 233 83 144 73 NB Left * * * * * 49 62 93 70 128 76 SB Left * * * * * 71 50 89 88 103 92 3 Clinton Avenue / Temperance Avenue EB Left 60 31 62 33 60 85 119 85 120 119 120 WB Left 200 72 21 60 25 102 64 300 186 300 242 WB Right * * * * * * * 370 77 370 84 NB Left 250 60 47 67 31 83 228 347 128 304 167 NB Right 150 51 46 51 33 53 45 210 210 210 210 SB Left 150 173 47 124 57 290 126 290 266 290 276 4 Kerry Avenue / Fowler Avenue WB Right * * * * * 82 55 * * 105 69 SB Left * * * * * 55 53 * * 61 49 5 McKinley Avenue / Fowler Avenue EB Left * * * * * * * 81 142 99 114 EB Right * * * * * * * 75 132 126 118 WB Left * * * * * * * 369 141 308 144 WB Right * * * * * * * 140 40 45 20 NB Left * * * * * * * 343 244 281 260 NB Right * * * * * * * 70 82 77 84 SB Left * * * * * * * 153 91 118 179 SB Right * * * * * * * 143 59 50 218 6 Floradora Avenue / Fowler Avenue WB Left * * * * * 26 30 * * * * WB Right >500 * * * * 0 30 * * * * SB Left * * * * * 31 9 * * * * WB Approach * * * * * * * 20 29 23 32 NB Approach * * * * * * * 80 19 8 37 SB Approach * * * * * * * 77 96 77 57 7 Olive Avenue / Fowler Avenue EB Left 185 50 43 62 60 71 118 204 261 218 290 EB Right * * * * * * * 39 144 39 67 WB Left 200 264 192 271 148 286 147 * * * * WB Dual Lefts * * * * * * * 275 174 264 174 WB Right * * * * * * * 0 41 9 45 NB Left * 43 25 58 25 37 41 66 44 50 34 NB Right * * * * * * * 50 114 57 142 SB Left * 22 13 0 13 16 19 148 33 48 41 SB Right * * * * * * * 369 45 302 62 Note: * = Does not exist or is not projected to exist www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 46 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 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 XVI. The Project’s fair share percentage impacts were calculated pursuant to the Caltrans Guide for the Preparation of Traffic Impact Studies. The Project’s pro-rata fair shares were calculated utilizing the Existing volumes, 2035 Project Only Trips and Cumulative Year 2035 plus Project volumes. Figure 2 illustrates the Existing traffic volumes, Figure 9 illustrates the 2035 Project Only Trips, and Figure 10 illustrates the Cumulative Year 2035 plus Project 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 XVI for the future improvements necessary to maintain an acceptable LOS. However, fair share contributions should only be made for those facilities or portion thereof currently not funded by the responsible agencies roadway impact fee program(s), as appropriate. For those improvements not presently covered by local and regional roadway impact fee programs, it is recommended that the Project contribute its equitable fair share. Payment of the Project’s equitable fair share in addition to the local and regional impact fee programs would satisfy the Project’s traffic mitigation measures. This study does not provide construction costs for the recommended mitigation measures; therefore, if the recommended mitigation measures are implemented, it is recommended that the developer work with the City of Fresno to develop the estimated construction cost. Table XVIII: Project’s Fair Share of Future Roadway Improvements ID Intersection Existing Traffic Volumes (PM Peak) Cumulative Year 2035 + Project Traffic Volumes (PM Peak) 2035 Project Only Trips (PM Peak) Project's Fair Share (%) 6 Floradora Avenue/ Fowler Avenue 989 2,642 82 4.96% Note: Project Fair Share = ((2035 Project Only Trips) / (Cumulative Year 2035 + Project Traffic Volumes - Existing Traffic Volumes)) x 100 www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 47 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Conclusions and Recommendations Conclusions and recommendations regarding the proposed Project are presented below. Existing Traffic Conditions • At present, all study intersections operate at an acceptable LOS. However, the intersection of Olive Avenue and Fowler Avenue is operating at LOS F during both peak periods. While the City of Fresno has made the appropriate findings to designate LOS F as the criteria of significance for Fowler Avenue between McKinley Avenue and Olive Avenue, it did so under the assumption that up to four through lanes would be built on Fowler Avenue. Therefore, to improve the LOS at this intersection, it is recommended that the following improvements be implemented. o Add a northbound left-turn lane; o Modify the northbound 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-right lane; and o Signalize the intersection with protective left-turn phasing in all directions. • At present, all study segments operate at an acceptable LOS. Existing plus Project Traffic Conditions • A review of the Project driveways to be constructed indicates that they are located at points the minimize traffic operational impacts to the existing roadway network. • It is recommended that access to Kerry Avenue be limited to a left-in, right-in, right-out access only. • At buildout, the Project is estimated to generate a maximum of 1,982 daily trips, 155 AM peak hour trips and 208 PM peak hour trips. • The remainder parcel is estimated to generate a maximum of 1,418 daily trips, 503 AM peak hour trips and 128 PM peak hour trips. • Compared to the Existing General Plan Land Use designations, the proposed Project is estimated to decrease traffic by 1,179 daily, increase 57 AM peak hour and decrease 94 PM peak hour trips. • It is recommended that the Project implement Class II bike lanes along its frontages to Clinton Avenue and Fowler Avenue. • To promote alternative modes of transportation to Temperance-Kutner Elementary School, it is recommended that the Clovis Unified School District work with the City of Fresno and County of Fresno to implement a Safe Routes to School plan and to seek grant funding to help build bikeways and walkways where they are lacking within the one-mile radius of the existing school site. • Under this scenario, all study intersections are projected to operate at an acceptable LOS. However, the intersection of Olive Avenue and Fowler Avenue is projected to operate at LOS F during both peak periods. While the City of Fresno has made the appropriate findings to designate LOS F as the criteria of significance for Fowler Avenue between McKinley Avenue and Olive Avenue, it did so under the assumption that up to four through lanes would be built on Fowler Avenue. Therefore, to improve the LOS at this intersection, it is recommended that the same improvements presented in the Existing Traffic Conditions scenario be implemented. • 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 P a g e | 48 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 Near Term plus Project Traffic Conditions • The total trip generation for the near term projects is 110,768 daily trips, 8,753 AM peak hour trips and 10,661 PM peak hour trips. • Under this scenario, the intersections of Clinton Avenue and Armstrong Avenue and Kerry Avenue and Fowler Avenue are projected to exceed their LOS threshold during one or both peak periods. To improve the LOS at the intersections projected to exceed their LOS threshold, it is recommended that the following improvements be implemented. o Clinton Avenue and Armstrong 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; ▪ Add a northbound left-turn lane; ▪ Modify the northbound 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-right lane; and ▪ Signalize the intersection with protective left-turn phasing in all directions. o Kerry Avenue and Fowler Avenue ▪ Prohibit left-out turning movements; ▪ Add a southbound left-turn lane; and ▪ Modify the southbound left-through lane to a through lane. • In addition, the intersections of Floradora Avenue and Fowler Avenue and Olive Avenue and Fowler Avenue are projected to operate at LOS F during both peak periods. While the City of Fresno has made the appropriate findings to designate LOS F as the criteria of significance for Fowler Avenue between McKinley Avenue and Olive Avenue, it did so under the assumption that up to four through lanes would be built on Fowler Avenue. Therefore, to improve the LOS at these intersections, it is recommended that the following improvements be implemented. o Floradora Avenue and Fowler Avenue ▪ Add a westbound left-turn lane; ▪ Modify the westbound left-right lane to a right-turn lane; ▪ Add a northbound through lane; ▪ Add a southbound left-turn lane; ▪ Modify the southbound left-through lane to a through lane; and ▪ Add a southbound through lane. o Olive Avenue and Fowler Avenue ▪ Implement the same improvements presented in the Existing Traffic Conditions scenario. • Under this scenario, the segment of Fowler Avenue between Clinton Avenue and McKinley Avenue is projected to operate at an unacceptable LOS. To improve the LOS of this segment, it is recommended that Fowler Avenue be modified to accommodate two lanes in each direction. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 49 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 • The Project accounts for 1.8 percent of the daily trips, 1.7 percent of the AM peak hour trips and 1.9 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. Cumulative Year 2035 No Project Traffic Conditions • Under this scenario, the intersections of Clinton Avenue and Armstrong Avenue and Clinton Avenue and Temperance Avenue are projected to exceed their LOS threshold during both peak periods. To improve the LOS at the intersections projected to exceed their LOS threshold, it is recommended that the following improvements be implemented. o Clinton Avenue and Armstrong 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; ▪ Add a northbound left-turn lane; ▪ Add a northbound through lane; ▪ Modify the northbound left-through-right lane to a through-right lane; ▪ Add a southbound left-turn lane; ▪ Add a southbound through lane; ▪ Modify the southbound left-through-right lane to a through-right lane; and ▪ Signalize the intersection with protective left-turn phasing in all directions. o Clinton Avenue and Temperance Avenue ▪ Modify the westbound through-right lane to a through lane; ▪ Add a westbound right-turn lane; ▪ Stripe two northbound through lanes; ▪ Add two southbound through lanes; and ▪ Modify the traffic signal to accommodate the added lane geometrics. • In addition, the intersections of McKinley Avenue and Fowler Avenue, Floradora Avenue and Fowler Avenue, and Olive Avenue and Fowler Avenue are projected to operate at LOS F during both peak periods. While the City of Fresno has made the appropriate findings to designate LOS F as the criteria of significance for Fowler Avenue between McKinley Avenue and Olive Avenue, it did so under the assumption that up to four through lanes would be built on Fowler Avenue. Therefore, to improve the LOS at these intersections, it is recommended that the following improvements be implemented. o McKinley Avenue and Fowler 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 a northbound through lane; ▪ Modify the northbound through-right lane to a through lane; ▪ Add a northbound right-turn lane; www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 50 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 ▪ Add a southbound through 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 in all directions; ▪ Implement overlap phasing of the eastbound right-turn with the northbound left-turn phase; and ▪ Prohibit northbound to southbound U-turns. o Floradora Avenue and Fowler Avenue ▪ Add a northbound through lane; ▪ Add a southbound through lane; and ▪ Install a two-lane roundabout. o Olive Avenue and Fowler Avenue ▪ Modify the eastbound through-right lane to a through lane; ▪ Add an eastbound right-turn lane; ▪ Add a second westbound left-turn lane; ▪ Modify the westbound through-right lane to a through lane; ▪ Add a westbound right-turn lane; ▪ Add a northbound left-turn lane; ▪ Add a northbound through lane; ▪ Modify the northbound left-through-right lane to a through-right lane; ▪ Add a northbound right-turn lane; ▪ Add a southbound left-turn lane; ▪ Add a southbound through lane; ▪ Modify the southbound left-through-right lane to a through lane; ▪ Add a southbound right-turn lane; and ▪ Signalize the intersection with protective left-turn phasing in all directions. • Under this scenario, the segment of Fowler Avenue between Clinton Avenue and McKinley Avenue is projected to operate at an unacceptable LOS. To improve the LOS of this segment, it is recommended that Fowler Avenue be modified to accommodate two lanes in each direction. Cumulative Year 2035 plus Project Traffic Conditions • Under this scenario, the intersections of Clinton Avenue and Armstrong Avenue and Clinton Avenue and Temperance Avenue are projected to exceed their LOS threshold during both peak periods. To improve the LOS at these intersections, it is recommended that the same improvements presented in the Cumulative Year 2035 No Project Traffic Conditions scenario be implemented. • In addition, the intersections of McKinley Avenue and Fowler Avenue, Floradora Avenue and Fowler Avenue, and Olive Avenue and Fowler Avenue are projected to operate at LOS F during both peak periods. While the City of Fresno has made the appropriate findings to designate LOS F as the criteria of significance for Fowler Avenue between McKinley Avenue and Olive Avenue, it did so under the assumption that up to four through lanes would be built on Fowler Avenue. Therefore, to improve the LOS at these intersections, it is recommended that the same improvements presented in the Cumulative Year 2035 No Project Traffic Conditions scenario be implemented. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 51 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 • Further, while the intersection of Clinton Avenue and Fowler Avenue is projected to operate at an acceptable LOS during both peak periods, it was necessary to modify the northbound movement to improve queuing. As a result, the intersection of Kerry Avenue and Fowler Avenue was also modified due to its proximity to both Clinton Avenue and McKinley Avenue. To improve queuing at these intersections, it is recommended that the following improvements be implemented. o Clinton Avenue and Fowler Avenue ▪ Add a northbound through lane; and ▪ Modify the traffic signal to accommodate the added lane geometrics. o Kerry Avenue and Fowler Avenue ▪ Add a northbound through lane. • Under this scenario, the segment of Fowler Avenue between Clinton Avenue and McKinley Avenue is projected to operate at an unacceptable LOS. To improve the LOS of this segment, it is recommended that Fowler Avenue be modified to accommodate two lanes in each direction. Queuing Analysis • It is recommended that the City consider left- and right-turn lane storage lengths as indicated in the Queuing Analysis. Project’s Equitable Fair Share • It is recommended that the Project contribute its equitable Fair Share as presented in Table XVI. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 52 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Tentative Tract 6214 Draft Traffic Impact Analysis April 13, 2018 Client Address Line 3 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 Persons Consulted: Jose Lemus LandDesign Consulting Jill Gormley, PE City 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. 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 P a g e | 1 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 December 27, 2017 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: Proposed Draft Scope of Work for the Preparation of a Traffic Impact Analysis for Tract 6214 at the Northeast Quadrant of Fowler Avenue and McKinley Avenue in the City of Fresno (JLB Project 004-054) 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 Tentative Tract Map 6214 located at the northeast quadrant of Fowler Avenue and McKinley Avenue in the City of Fresno (Project). An aerial of the Project vicinity and the Project site plan are shown in Exhibits A and B respectively. 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. The Project proposes to build a single-family subdivision with 220 units on 31.87 net acres. The Project will undergo a general plan amendment to allow for the increase in residential density. In order 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 evaluate existing and forecast levels of service (LOS) at the study intersection(s). JLB will use HCM 2010 methodologies within Synchro to perform this analysis for the a.m. and p.m. peak hours. JLB will identify the causes of poor LOS. • Evaluate onsite circulation and provide recommendations as necessary to improve circulation to the site and within the project site. • As necessary obtain recent (less than 12 months) or schedule and conduct new traffic counts at the study facility (ies). • Perform a site visit to observe existing traffic conditions, especially during the a.m. and p.m. peak hours. Existing roadway conditions, including geometrics and traffic controls, will be verified. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 2 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Mrs. Gormley Tract 6214 TIA Draft Scope of Work December 27, 2017 • Forecast trip distribution based on turn count information, input from Fresno COG staff, proposed school boundaries, and knowledge of the existing and planned circulation network in the vicinity of the project. • Prepare California Manual on Uniform Traffic Control Devices (CA MUTCD) peak hour signal warrants for un-signalized study intersections. • JLB will conduct a 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 project’s vicinity. • JLB will qualitatively analyze existing and planned bikeways in the project’s vicinity. Study Scenarios: 1. Existing traffic conditions with proposed improvement measures (if any); 2. Existing plus Project traffic conditions with proposed mitigation measures (if any); 3. Near Term plus Project (include pending and approved projects) traffic conditions with mitigation measures (if any); 4. Cumulative Year (2035) no Project traffic conditions with proposed improvement measures (if any); and 5. Cumulative Year (2035) plus Project traffic conditions with mitigation measures (if any). Weekday peak hours to be analyzed: 1. 7-9 a.m. peak hour 2. 4-6 p.m. peak hour Study Intersections: 1. Fowler Avenue / Clinton Avenue 2. Fowler Avenue / Medellin Avenue 3. Fowler Avenue / McKinley Avenue 4. Fowler Avenue / Floradora Avenue 5. Fowler Avenue / Olive Avenue 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. None Project Only Trip Assignment to the Following State Facilities: 1. State Route 180 / Fowler Avenue Interchange Access to the Project Access to and from the Project site is primarily from Clinton Avenue, an east-west collector as classified by the 2035 General Plan; Fowler Avenue, a north-south arterial as classified by the 2035 General Plan; and McKinley Avenue, an east-west collector as classified by the 2035 General Plan. Additional Project details are found on Exhibit B. www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 3 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Mrs. Gormley Tract 6214 TIA Draft Scope of Work December 27, 2017 Trip Generation Below you will find the trip generation table for the proposed Project pursuant to the 10th Edition of the Trip Generation Manual with trip generation rates for Single Family Detached Housing units. At build-out the Project is estimated to generate a maximum of 2,077 daily trips, 163 AM peak hour trips and 218 PM peak hour trips. Table I: Project Only Trip Generation Land Use (ITE CODE) Size Unit Daily A.M. Peak Hour P.M. Peak Hour Rate Total Trip Rate In : Out In Out Total Trip Rate In : Out In Out Total % % Single Family Detached Housing (210) 220 d.u. 9.44 2,077 0.74 25 : 75 41 122 163 0.99 63 : 37 137 81 218 Total Project Trips 2,077 41 122 163 137 81 218 Source: ITE Trip Generation Manual, 10th Edition 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 5171 (portion) SW corner of Clovis/Church 2. TT 5424 NE corner of Clinton/Armstrong 3. TT 5427 (portion) NW corner of Shields/Temperance 4. TT 5447 (portion) NE corner of Shields/Temperance 5. TT 5461 NE corner of Dakota/Armstrong 6. TT 5464 SW corner of Hamilton/Temperance 7. TT 5466 NE corner of Minnewawa/Church 8. TT 5498 NE corner of Peach/Church 9. TT 5531 SW corner of California/Temperance 10. TT 5626 SE corner of Hamilton/Fowler 11. TT 5638 NW corner of Church/Armstrong 12. TT 5913 NE corner of California/Armstrong 13. TT 5953 NE corner of Butler/Armstrong 14. TT 6095 SE corner of California/Armstrong 15. TT 5717 (portion) NW corner of Clinton/Armstrong 16. C-09-106 (portion) SW corner of Shields/Armstrong 17. TT 5592 SW corner of Shields/Locan 18. TT 5341 (portion) SE corner of Clinton/Temperance 19. TT 6067 NE corner of Shields/Locan 20. Fancher Creek (portion) Various Locations south of SR 180 & east of Clovis Avenue 21. Sunnyside Market NE corner of Belmont/Temperance 22. Clovis USD Elementary School NE corner of Fowler/McKinley www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 4 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Mrs. Gormley Tract 6214 TIA Draft Scope of Work December 27, 2017 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 2019. 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 January 17, 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 at (559) 570-8991 or by email at jbenavides@JLBtraffic.com. Sincerely, Jose Luis Benavides, P.E., T.E. President cc: Harpreet Kooner, County of Fresno David Padilla, Caltrans Z:\01 Projects\004 Fresno\004-054 TT 6214 TIA\Draft Scope of Work\L12272017 Draft Scope of Work.docx www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 5 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Mrs. Gormley Tract 6214 TIA Draft Scope of Work December 27, 2017 Exhibit A – Aerial www.JLBtraffic.com 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 P a g e | 6 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Mrs. Gormley Tract 6214 TIA Draft Scope of Work December 27, 2017 Exhibit B – Site Plan 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 jmg jmg 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 File Name : Fowler at Clinton Site Code : 00012318 Start Date : 1/23/2018 Page No : 1 Groups Printed- Unshifted - Bank 1 Fowler Ave Southbound Clinton Ave Westbound Fowler Ave Northbound Clinton 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 3 102 35 0 140 12 16 0 0 28 18 83 4 0 105 10 6 4 0 20 293 07:15 AM 2 113 50 0 165 8 30 6 0 44 20 79 8 0 107 7 21 10 0 38 354 07:30 AM 5 100 50 0 155 7 50 11 0 68 16 59 2 0 77 9 13 12 0 34 334 07:45 AM 7 79 61 0 147 10 52 5 0 67 22 85 5 0 112 16 19 5 0 40 366 Total 17 394 196 0 607 37 148 22 0 207 76 306 19 0 401 42 59 31 0 132 1347 08:00 AM 4 102 49 0 155 7 37 17 0 61 14 72 8 0 94 6 16 8 0 30 340 08:15 AM 4 107 32 0 143 10 27 9 0 46 8 57 3 0 68 5 11 10 0 26 283 08:30 AM 0 99 21 0 120 11 22 0 0 33 15 55 4 0 74 11 7 5 0 23 250 08:45 AM 2 72 19 0 93 5 9 4 0 18 9 58 4 0 71 5 5 5 0 15 197 Total 10 380 121 0 511 33 95 30 0 158 46 242 19 0 307 27 39 28 0 94 1070 ****** 04:00 PM 8 89 19 0 116 5 14 5 0 24 6 102 5 0 113 22 30 20 0 72 325 04:15 PM 4 84 12 0 100 0 6 2 0 8 9 108 3 0 120 16 24 24 0 64 292 04:30 PM 6 94 15 0 115 6 12 2 0 20 9 100 5 0 114 30 41 21 0 92 341 04:45 PM 4 87 12 0 103 1 13 4 0 18 6 117 4 0 127 22 38 15 0 75 323 Total 22 354 58 0 434 12 45 13 0 70 30 427 17 0 474 90 133 80 0 303 1281 05:00 PM 11 85 17 0 113 2 13 4 0 19 8 107 3 0 118 37 54 19 0 110 360 05:15 PM 16 92 13 0 121 4 11 5 0 20 2 104 10 0 116 24 38 14 0 76 333 05:30 PM 6 86 10 0 102 1 8 4 0 13 3 114 9 0 126 19 35 13 0 67 308 05:45 PM 4 82 13 0 99 6 4 1 0 11 7 115 8 0 130 14 18 7 0 39 279 Total 37 345 53 0 435 13 36 14 0 63 20 440 30 0 490 94 145 53 0 292 1280 Grand Total 86 1473 428 0 1987 95 324 79 0 498 172 1415 85 0 1672 253 376 192 0 821 4978 Apprch %4.3 74.1 21.5 0 19.1 65.1 15.9 0 10.3 84.6 5.1 0 30.8 45.8 23.4 0 Total %1.7 29.6 8.6 0 39.9 1.9 6.5 1.6 0 10 3.5 28.4 1.7 0 33.6 5.1 7.6 3.9 0 16.5 Unshifted 66 1473 1415 % Unshifted 76.7 100 100 0 99 100 100 100 0 100 100 100 100 0 100 100 100 100 0 100 99.6 Bank 1 20 0 0 0 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20 % Bank 1 23.3 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.4 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 : Fowler at Clinton Site Code : 00012318 Start Date : 1/23/2018 Page No : 2 Fowler Ave Southbound Clinton Ave Westbound Fowler Ave Northbound Clinton 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 07:15 AM 07:15 AM 2 113 50 0 165 8 30 6 0 44 20 79 8 0 107 7 21 10 0 38 354 07:30 AM 5 100 50 0 155 7 50 11 0 68 16 59 2 0 77 9 13 12 0 34 334 07:45 AM 7 79 61 0 147 10 52 5 0 67 22 85 5 0 112 16 19 5 0 40 366 08:00 AM 4 102 49 0 155 7 37 17 0 61 14 72 8 0 94 6 16 8 0 30 340 Total Volume 18 394 210 0 622 32 169 39 0 240 72 295 23 0 390 38 69 35 0 142 1394 % App. Total 2.9 63.3 33.8 0 13.3 70.4 16.2 0 18.5 75.6 5.9 0 26.8 48.6 24.6 0 PHF .643 .872 .861 .000 .942 .800 .813 .574 .000 .882 .818 .868 .719 .000 .871 .594 .821 .729 .000 .888 .952 Fowler Ave Clinton Ave Clinton Ave Fowler Ave Right 210 Thru 394 Left 18 Peds 0 InOut Total 372 622 994 Right39 Thru169 Left32 Peds0 OutTotalIn110 240 350 Left 72 Thru 295 Right 23 Peds 0 Out TotalIn 461 390 851 Left38 Thru69 Right35 Peds0 TotalOutIn451 142 593 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 : Fowler at Clinton Site Code : 00012318 Start Date : 1/23/2018 Page No : 3 Fowler Ave Southbound Clinton Ave Westbound Fowler Ave Northbound Clinton 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 04:30 PM 04:30 PM 6 94 15 0 115 6 12 2 0 20 9 100 5 0 114 30 41 21 0 92 341 04:45 PM 4 87 12 0 103 1 13 4 0 18 6 117 4 0 127 22 38 15 0 75 323 05:00 PM 11 85 17 0 113 2 13 4 0 19 8 107 3 0 118 37 54 19 0 110 360 05:15 PM 16 92 13 0 121 4 11 5 0 20 2 104 10 0 116 24 38 14 0 76 333 Total Volume 37 358 57 0 452 13 49 15 0 77 25 428 22 0 475 113 171 69 0 353 1357 % App. Total 8.2 79.2 12.6 0 16.9 63.6 19.5 0 5.3 90.1 4.6 0 32 48.4 19.5 0 PHF .578 .952 .838 .000 .934 .542 .942 .750 .000 .963 .694 .915 .550 .000 .935 .764 .792 .821 .000 .802 .942 Fowler Ave Clinton Ave Clinton Ave Fowler Ave Right 57 Thru 358 Left 37 Peds 0 InOut Total 556 452 1008 Right15 Thru49 Left13 Peds0 OutTotalIn230 77 307 Left 25 Thru 428 Right 22 Peds 0 Out TotalIn 440 475 915 Left113 Thru171 Right69 Peds0 TotalOutIn131 353 484 Peak Hour Begins at 04:30 PM Unshifted Bank 1 Peak Hour Data North JLB Traffic Engineering, Inc. 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 (559) 570-8991 Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com File Name : Fowler at Clinton Site Code : 00012318 Start Date : 1/23/2018 Page No : 1Groups Printed- Bank 1 Fowler Ave Southbound Clinton Ave Westbound Fowler Ave Northbound Clinton Ave Eastbound Start Time Thru Right Ped 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 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 ****** 07:45 AM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 ****** 04:00 PM 3 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 ****** 04:30 PM 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 04:45 PM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 6 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 05:00 PM 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 05:15 PM 6 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 05:30 PM 3 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 05:45 PM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 12 0 0 0 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 Grand Total 20 0 0 0 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20 Apprch %100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total %100 0 0 0 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 JLB Traffic Engineering, Inc. 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 (559) 570-8991 Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com File Name : Armstrong at Clinton Site Code : 00012518 Start Date : 1/25/2018 Page No : 1 Groups Printed- Unshifted - Bank 1 Armstrong Ave Southbound Clinton Ave Westbound Armstrong Ave Northbound Clinton 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 3 113 16 0 132 5 21 1 0 27 2 26 3 0 31 2 12 4 0 18 208 07:15 AM 3 122 16 0 141 21 25 2 0 48 0 27 2 0 29 7 10 3 0 20 238 07:30 AM 7 122 11 0 140 12 33 9 0 54 5 26 4 0 35 3 11 5 0 19 248 07:45 AM 10 98 14 0 122 13 35 7 0 55 8 55 2 0 65 9 17 8 0 34 276 Total 23 455 57 0 535 51 114 19 0 184 15 134 11 0 160 21 50 20 0 91 970 08:00 AM 22 81 6 0 109 11 38 15 0 64 3 45 2 0 50 11 17 2 0 30 253 08:15 AM 1 68 17 0 86 11 26 8 0 45 3 22 0 0 25 2 7 1 0 10 166 08:30 AM 0 45 5 0 50 1 14 2 0 17 0 14 2 0 16 4 9 2 0 15 98 08:45 AM 2 49 8 0 59 0 6 2 0 8 0 19 0 0 19 5 2 3 0 10 96 Total 25 243 36 0 304 23 84 27 0 134 6 100 4 0 110 22 35 8 0 65 613 ****** 04:00 PM 1 31 4 0 36 0 4 2 0 6 0 40 1 0 41 16 18 5 0 39 122 04:15 PM 1 40 8 0 49 1 5 0 0 6 2 60 1 0 63 11 15 3 0 29 147 04:30 PM 2 28 2 0 32 5 9 0 0 14 2 69 4 0 75 19 24 5 0 48 169 04:45 PM 4 30 5 0 39 0 4 4 0 8 3 81 4 0 88 10 19 2 0 31 166 Total 8 129 19 0 156 6 22 6 0 34 7 250 10 0 267 56 76 15 0 147 604 05:00 PM 3 36 0 0 39 1 9 0 0 10 4 71 2 0 77 15 32 4 0 51 177 05:15 PM 3 34 7 0 44 0 8 3 0 11 1 86 3 0 90 20 23 2 0 45 190 05:30 PM 8 30 2 0 40 2 4 1 0 7 0 63 6 0 69 26 18 0 0 44 160 05:45 PM 4 21 2 0 27 0 8 4 0 12 2 67 7 0 76 7 15 1 0 23 138 Total 18 121 11 0 150 3 29 8 0 40 7 287 18 0 312 68 88 7 0 163 665 Grand Total 74 948 123 0 1145 83 249 60 0 392 35 771 43 0 849 167 249 50 0 466 2852 Apprch %6.5 82.8 10.7 0 21.2 63.5 15.3 0 4.1 90.8 5.1 0 35.8 53.4 10.7 0 Total %2.6 33.2 4.3 0 40.1 2.9 8.7 2.1 0 13.7 1.2 27 1.5 0 29.8 5.9 8.7 1.8 0 16.3 Unshifted 74 948 123 0 1145 83 249 60 0 392 35 771 43 0 849 167 249 50 0 466 2852 % Unshifted Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 : Armstrong at Clinton Site Code : 00012518 Start Date : 1/25/2018 Page No : 2 Armstrong Ave Southbound Clinton Ave Westbound Armstrong Ave Northbound Clinton 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 07:15 AM 07:15 AM 3 122 16 0 141 21 25 2 0 48 0 27 2 0 29 7 10 3 0 20 238 07:30 AM 7 122 11 0 140 12 33 9 0 54 5 26 4 0 35 3 11 5 0 19 248 07:45 AM 10 98 14 0 122 13 35 7 0 55 8 55 2 0 65 9 17 8 0 34 276 08:00 AM 22 81 6 0 109 11 38 15 0 64 3 45 2 0 50 11 17 2 0 30 253 Total Volume 42 423 47 0 512 57 131 33 0 221 16 153 10 0 179 30 55 18 0 103 1015 % App. Total 8.2 82.6 9.2 0 25.8 59.3 14.9 0 8.9 85.5 5.6 0 29.1 53.4 17.5 0 PHF .477 .867 .734 .000 .908 .679 .862 .550 .000 .863 .500 .695 .625 .000 .688 .682 .809 .563 .000 .757 .919 Armstrong Ave Clinton Ave Clinton Ave Armstrong Ave Right 47 Thru 423 Left 42 Peds 0 InOut Total 216 512 728 Right33 Thru131 Left57 Peds0 OutTotalIn107 221 328 Left 16 Thru 153 Right 10 Peds 0 Out TotalIn 498 179 677 Left30 Thru55 Right18 Peds0 TotalOutIn194 103 297 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 : Armstrong at Clinton Site Code : 00012518 Start Date : 1/25/2018 Page No : 3 Armstrong Ave Southbound Clinton Ave Westbound Armstrong Ave Northbound Clinton 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 04:30 PM 04:30 PM 2 28 2 0 32 5 9 0 0 14 2 69 4 0 75 19 24 5 0 48 169 04:45 PM 4 30 5 0 39 0 4 4 0 8 3 81 4 0 88 10 19 2 0 31 166 05:00 PM 3 36 0 0 39 1 9 0 0 10 4 71 2 0 77 15 32 4 0 51 177 05:15 PM 3 34 7 0 44 0 8 3 0 11 1 86 3 0 90 20 23 2 0 45 190 Total Volume 12 128 14 0 154 6 30 7 0 43 10 307 13 0 330 64 98 13 0 175 702 % App. Total 7.8 83.1 9.1 0 14 69.8 16.3 0 3 93 3.9 0 36.6 56 7.4 0 PHF .750 .889 .500 .000 .875 .300 .833 .438 .000 .768 .625 .892 .813 .000 .917 .800 .766 .650 .000 .858 .924 Armstrong Ave Clinton Ave Clinton Ave Armstrong Ave Right 14 Thru 128 Left 12 Peds 0 InOut Total 378 154 532 Right7 Thru30 Left6 Peds0 OutTotalIn123 43 166 Left 10 Thru 307 Right 13 Peds 0 Out TotalIn 147 330 477 Left64 Thru98 Right13 Peds0 TotalOutIn54 175 229 Peak Hour Begins at 04:30 PM Unshifted Bank 1 Peak Hour Data North JLB Traffic Engineering, Inc. 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 (559) 570-8991 Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com File Name : Temperance at Clinton Site Code : 00013018 Start Date : 1/30/2018 Page No : 1 Groups Printed- Unshifted - Bank 1 Temperance Ave Southbound Clinton Ave Westbound Temperance Ave Northbound Clinton 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 8 114 10 0 132 10 7 2 0 19 4 69 15 0 88 2 7 2 0 11 250 07:15 AM 10 127 23 0 160 5 12 5 0 22 8 74 6 0 88 1 13 4 0 18 288 07:30 AM 28 137 15 0 180 10 20 15 0 45 10 102 9 0 121 5 13 0 0 18 364 07:45 AM 64 104 25 0 193 19 35 37 0 91 8 76 23 0 107 2 24 5 0 31 422 Total 110 482 73 0 665 44 74 59 0 177 30 321 53 0 404 10 57 11 0 78 1324 08:00 AM 50 106 16 2 174 25 46 61 0 132 10 61 31 3 105 1 28 2 2 33 444 08:15 AM 10 79 8 1 98 11 19 22 0 52 8 65 9 0 82 2 12 7 1 22 254 08:30 AM 11 71 6 0 88 10 13 14 0 37 3 53 4 0 60 0 5 4 0 9 194 08:45 AM 15 59 2 0 76 2 6 5 0 13 2 36 17 0 55 5 10 5 0 20 164 Total 86 315 32 3 436 48 84 102 0 234 23 215 61 3 302 8 55 18 3 84 1056 ****** 04:00 PM 12 71 3 0 86 8 8 6 0 22 5 98 7 0 110 7 14 10 0 31 249 04:15 PM 9 55 2 0 66 4 12 17 0 33 6 114 9 0 129 6 8 10 0 24 252 04:30 PM 4 62 4 0 70 5 8 11 0 24 2 117 4 0 123 4 4 11 0 19 236 04:45 PM 6 79 4 0 89 8 4 4 0 16 4 121 12 0 137 12 5 7 0 24 266 Total 31 267 13 0 311 25 32 38 0 95 17 450 32 0 499 29 31 38 0 98 1003 05:00 PM 5 68 3 0 76 6 1 5 0 12 4 119 9 0 132 21 12 9 0 42 262 05:15 PM 7 72 3 0 82 2 2 7 0 11 5 131 13 0 149 11 7 9 0 27 269 05:30 PM 7 75 2 0 84 1 2 7 0 10 6 125 10 0 141 11 11 7 0 29 264 05:45 PM 4 55 1 0 60 4 5 4 0 13 1 119 7 0 127 4 10 6 0 20 220 Total 23 270 9 0 302 13 10 23 0 46 16 494 39 0 549 47 40 31 0 118 1015 Grand Total 250 1334 127 3 1714 130 200 222 0 552 86 1480 185 3 1754 94 183 98 3 378 4398 Apprch %14.6 77.8 7.4 0.2 23.6 36.2 40.2 0 4.9 84.4 10.5 0.2 24.9 48.4 25.9 0.8 Total %5.7 30.3 2.9 0.1 39 3 4.5 5 0 12.6 2 33.7 4.2 0.1 39.9 2.1 4.2 2.2 0.1 8.6 Unshifted 250 1334 1480 % Unshifted 100 100 100 100 100 100 100 100 0 100 95.3 100 100 100 99.8 100 100 100 100 100 99.9 Bank 1 0 0 0 0 0 0 0 0 0 0 4 0 0 0 4 0 0 0 0 0 4 % Bank 1 0 0 0 0 0 0 0 0 0 0 4.7 0 0 0 0.2 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 : Temperance at Clinton Site Code : 00013018 Start Date : 1/30/2018 Page No : 2 Temperance Ave Southbound Clinton Ave Westbound Temperance Ave Northbound Clinton 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 07:15 AM 07:15 AM 10 127 23 0 160 5 12 5 0 22 8 74 6 0 88 1 13 4 0 18 288 07:30 AM 28 137 15 0 180 10 20 15 0 45 10 102 9 0 121 5 13 0 0 18 364 07:45 AM 64 104 25 0 193 19 35 37 0 91 8 76 23 0 107 2 24 5 0 31 422 08:00 AM 50 106 16 2 174 25 46 61 0 132 10 61 31 3 105 1 28 2 2 33 444 Total Volume 152 474 79 2 707 59 113 118 0 290 36 313 69 3 421 9 78 11 2 100 1518 % App. Total 21.5 67 11.2 0.3 20.3 39 40.7 0 8.6 74.3 16.4 0.7 9 78 11 2 PHF .594 .865 .790 .250 .916 .590 .614 .484 .000 .549 .900 .767 .556 .250 .870 .450 .696 .550 .250 .758 .855 Temperance Ave Clinton Ave Clinton Ave Temperance Ave Right 79 Thru 474 Left 152 Peds 2 InOut Total 440 707 1147 Right118 Thru113 Left59 Peds0 OutTotalIn299 290 589 Left 36 Thru 313 Right 69 Peds 3 Out TotalIn 544 421 965 Left9 Thru78 Right11 Peds2 TotalOutIn228 100 328 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 : Temperance at Clinton Site Code : 00013018 Start Date : 1/30/2018 Page No : 3 Temperance Ave Southbound Clinton Ave Westbound Temperance Ave Northbound Clinton 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 79 4 0 89 8 4 4 0 16 4 121 12 0 137 12 5 7 0 24 266 05:00 PM 5 68 3 0 76 6 1 5 0 12 4 119 9 0 132 21 12 9 0 42 262 05:15 PM 7 72 3 0 82 2 2 7 0 11 5 131 13 0 149 11 7 9 0 27 269 05:30 PM 7 75 2 0 84 1 2 7 0 10 6 125 10 0 141 11 11 7 0 29 264 Total Volume 25 294 12 0 331 17 9 23 0 49 19 496 44 0 559 55 35 32 0 122 1061 % App. Total 7.6 88.8 3.6 0 34.7 18.4 46.9 0 3.4 88.7 7.9 0 45.1 28.7 26.2 0 PHF .893 .930 .750 .000 .930 .531 .563 .821 .000 .766 .792 .947 .846 .000 .938 .655 .729 .889 .000 .726 .986 Temperance Ave Clinton Ave Clinton Ave Temperance Ave Right 12 Thru 294 Left 25 Peds 0 InOut Total 574 331 905 Right23 Thru9 Left17 Peds0 OutTotalIn104 49 153 Left 19 Thru 496 Right 44 Peds 0 Out TotalIn 343 559 902 Left55 Thru35 Right32 Peds0 TotalOutIn40 122 162 Peak Hour Begins at 04:45 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 : Fowler at Floradora Site Code : 00012418 Start Date : 1/24/2018 Page No : 1 Groups Printed- Unshifted - Bank 1 Fowler Ave Southbound Floradora Ave Westbound Fowler Ave Northbound 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 1 104 0 0 105 3 0 0 0 3 0 85 8 0 93 0 0 0 0 0 201 07:15 AM 0 132 0 0 132 5 0 0 0 5 0 80 1 0 81 0 0 0 0 0 218 07:30 AM 6 109 0 0 115 2 0 1 0 3 0 101 2 0 103 0 0 0 0 0 221 07:45 AM 8 95 0 0 103 3 0 1 0 4 0 101 4 0 105 0 0 0 0 0 212 Total 15 440 0 0 455 13 0 2 0 15 0 367 15 0 382 0 0 0 0 0 852 08:00 AM 1 98 0 0 99 3 0 4 0 7 0 79 3 0 82 0 0 0 0 0 188 08:15 AM 2 104 0 0 106 0 0 2 0 2 0 94 4 0 98 0 0 0 0 0 206 08:30 AM 2 97 0 0 99 1 0 2 0 3 0 65 1 0 66 0 0 0 0 0 168 08:45 AM 0 73 0 0 73 3 0 0 0 3 0 55 2 0 57 0 0 0 0 0 133 Total 5 372 0 0 377 7 0 8 0 15 0 293 10 0 303 0 0 0 0 0 695 ****** 04:00 PM 1 124 0 0 125 0 0 0 0 0 0 101 2 0 103 0 0 0 0 0 228 04:15 PM 2 111 0 0 113 3 0 2 0 5 0 127 2 0 129 0 0 0 0 0 247 04:30 PM 0 116 0 0 116 1 0 4 0 5 0 113 1 0 114 0 0 0 0 0 235 04:45 PM 0 112 0 0 112 1 0 2 0 3 0 116 3 0 119 0 0 0 0 0 234 Total 3 463 0 0 466 5 0 8 0 13 0 457 8 0 465 0 0 0 0 0 944 05:00 PM 0 134 0 0 134 6 0 2 0 8 0 114 3 0 117 0 0 0 0 0 259 05:15 PM 3 136 0 0 139 1 0 2 0 3 0 118 1 0 119 0 0 0 0 0 261 05:30 PM 0 114 0 0 114 1 0 1 0 2 0 114 3 0 117 0 0 0 0 0 233 05:45 PM 1 92 0 0 93 2 0 0 0 2 0 126 0 0 126 0 0 0 0 0 221 Total 4 476 0 0 480 10 0 5 0 15 0 472 7 0 479 0 0 0 0 0 974 Grand Total 27 1751 0 0 1778 35 0 23 0 58 0 1589 40 0 1629 0 0 0 0 0 3465 Apprch %1.5 98.5 0 0 60.3 0 39.7 0 0 97.5 2.5 0 0 0 0 0 Total %0.8 50.5 0 0 51.3 1 0 0.7 0 1.7 0 45.9 1.2 0 47 0 0 0 0 0 Unshifted 27 1751 1589 % Unshifted 100 100 0 0 100 100 0 100 0 100 0 100 100 0 100 0 0 0 0 0 100 Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 : Fowler at Floradora Site Code : 00012418 Start Date : 1/24/2018 Page No : 2 Fowler Ave Southbound Floradora Ave Westbound Fowler Ave Northbound 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 1 104 0 0 105 3 0 0 0 3 0 85 8 0 93 0 0 0 0 0 201 07:15 AM 0 132 0 0 132 5 0 0 0 5 0 80 1 0 81 0 0 0 0 0 218 07:30 AM 6 109 0 0 115 2 0 1 0 3 0 101 2 0 103 0 0 0 0 0 221 07:45 AM 8 95 0 0 103 3 0 1 0 4 0 101 4 0 105 0 0 0 0 0 212 Total Volume 15 440 0 0 455 13 0 2 0 15 0 367 15 0 382 0 0 0 0 0 852 % App. Total 3.3 96.7 0 0 86.7 0 13.3 0 0 96.1 3.9 0 0 0 0 0 PHF .469 .833 .000 .000 .862 .650 .000 .500 .000 .750 .000 .908 .469 .000 .910 .000 .000 .000 .000 .000 .964 Fowler Ave Floradora Ave Fowler Ave Right 0 Thru 440 Left 15 Peds 0 InOut Total 369 455 824 Right2 Thru0 Left13 Peds0 OutTotalIn30 15 45 Left 0 Thru 367 Right 15 Peds 0 Out TotalIn 453 382 835 Left0 Thru0 Right0 Peds0 TotalOutIn0 0 0 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 : Fowler at Floradora Site Code : 00012418 Start Date : 1/24/2018 Page No : 3 Fowler Ave Southbound Floradora Ave Westbound Fowler Ave Northbound 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 04:30 PM 04:30 PM 0 116 0 0 116 1 0 4 0 5 0 113 1 0 114 0 0 0 0 0 235 04:45 PM 0 112 0 0 112 1 0 2 0 3 0 116 3 0 119 0 0 0 0 0 234 05:00 PM 0 134 0 0 134 6 0 2 0 8 0 114 3 0 117 0 0 0 0 0 259 05:15 PM 3 136 0 0 139 1 0 2 0 3 0 118 1 0 119 0 0 0 0 0 261 Total Volume 3 498 0 0 501 9 0 10 0 19 0 461 8 0 469 0 0 0 0 0 989 % App. Total 0.6 99.4 0 0 47.4 0 52.6 0 0 98.3 1.7 0 0 0 0 0 PHF .250 .915 .000 .000 .901 .375 .000 .625 .000 .594 .000 .977 .667 .000 .985 .000 .000 .000 .000 .000 .947 Fowler Ave Floradora Ave Fowler Ave Right 0 Thru 498 Left 3 Peds 0 InOut Total 471 501 972 Right10 Thru0 Left9 Peds0 OutTotalIn11 19 30 Left 0 Thru 461 Right 8 Peds 0 Out TotalIn 507 469 976 Left0 Thru0 Right0 Peds0 TotalOutIn0 0 0 Peak Hour Begins at 04:30 PM Unshifted Bank 1 Peak Hour Data North JLB Traffic Engineering, Inc. 1300 E. Shaw Ave., Ste. 103 Fresno, CA 93710 (559) 570-8991 Traffic Engineering, Transportation Planning & Parking Solutions www.JLBtraffic.com Prepared by National Data & Surveying Services Peak Hour Turning Movement Count Fowler Ave & Olive Ave National Data & Surveying ServicesIntersection Turning Movement Count 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 January 3, 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 Tract 6214 Located on the Northeast Quadrant of McKinley Avenue and Fowler Avenue in the City of Fresno (JLB Project 004-054) Dear Mr. Han, JLB Traffic Engineering, Inc. (JLB) hereby requests traffic modeling for the Project described below. Tract 6214 (Project) proposes to build a 220-unit single family subdivision on 31.87 acres on the northeast quadrant of Fowler Avenue and McKinley Avenue. Based on information provided to JLB, the Project will undergo a General Plan Amendment to modify the land use to allow a higher residential density. An aerial of the Project vicinity is shown in Exhibit A while the Project site plan is shown in Exhibit B. 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 2018 plus Project Select Zone (with Link and TAZ modifications) 3. Cumulative Year 2035 plus Project 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 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 and Cumulative Year 2035 are illustrated in Exhibit C. LINK and TAZ MODIFICATIONS (For Base Year 2018 and Year 2018 plus Project Select Zone Scenarios): 1. Modify TAZ 1685 to eliminate TAZ Connector to Dakota Avenue (north) 2. Modify Armstrong Avenue as follows: a. Increase southbound lanes between Node 8378 and Shields Avenue to two lanes b. Increase northbound lanes between Node 12150 and Node 8378 to two lanes 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 004-054) January 3, 2018 3. Modify Temperance Avenue to increase northbound lanes between Node 8362 and Clinton Avenue to two lanes 4. Modify TAZ 1415 to eliminate TAZ Connector to Fowler Avenue LINK and TAZ MODIFICATIONS (Year 2018 plus Project Select Zone Scenario Only): 1. Create McKinley Avenue between Fowler Avenue and a point approximately 1,320 feet to the east a. Classification: Collector b. One lane in each direction c. Speed 45 MPH LINK and TAZ MODIFICATIONS (For Base Year 2018, Year 2018 plus Project Select Zone and Cumulative Year 2035 plus Project Select Zone Scenarios): 1. Modify TAZ 1056 to create TAZ Connector to Fowler Avenue (east) 2. Modify Fowler Avenue as follows: a. Increase southbound lanes between Dakota Avenue and Clinton Avenue to two lanes b. Increase northbound lanes between Clinton Avenue and Node 8380 to two lanes 3. Modify Shields Avenue to increase westbound lanes west of Locan Avenue to two lanes LINK and TAZ MODIFICATIONS (For Year 2018 plus Project Select Zone and Cumulative Year 2035 plus Project Select Zone Scenarios): 1. Modify TAZ 1684 to eliminate TAZ Connector to Fowler Avenue 2. Create Medellin Avenue between Fowler Avenue and a point just west of Node 1684 a. Classification: Connector b. One lane in each direction c. Speed 30 MPH 3. Create Project TAZ B generally located southeast of the intersection of Clinton Avenue and Fowler Avenue (see Exhibits B and C). TAZ B shall have TAZ Connectors to Clinton Avenue (north) and Medellin Avenue (south). 4. Create Project TAZ A generally located northeast of the intersection of McKinley Avenue and Fowler Avenue (see Exhibits B and C). TAZ A shall have TAZ Connectors to Medellin Avenue (north) and McKinley Avenue (south). 5. Create Near Term Project TAZ C generally located northeast of the intersection of McKinley Avenue and Fowler Avenue (see Exhibits B and C). TAZ C shall have TAZ Connectors to Medellin Avenue (north) and McKinley Avenue (south). LINK and TAZ MODIFICATIONS (For Cumulative Year 2035 plus Project Select Zone Scenario Only): 1. Modify Fowler Avenue as follows: a. Increase northbound lanes between Node 8380 and Dakota Avenue to two lanes b. Increase lanes between Clinton Avenue and Node 8238 to two lanes in each direction 2. Modify Sunnyside Avenue to reduce lanes south of Clinton Avenue to one lane in each direction 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 004-054) January 3, 2018 3. Modify McKinley Avenue to reduce lanes southeast of Node 12414 and east of Fowler Avenue to one lane in each direction TAZ A Project Only Trip Generation (For Year 2018 plus Project Select Zone and Cumulative Year 2035 plus Project Select Zone Scenarios Only) Table I presents the trip generation for the proposed TAZ A Project pursuant to the 10th Edition of the Trip Generation Manual with trip generation rates for Single-Family Detached Housing. At build-out, the Project is estimated to generate a maximum of 651 daily trips, 51 AM peak hour trips and 68 PM peak hour trips. Table I: TAZ A Project Only Trip Generation Note: d.u. = Dwelling Units TAZ B Project Only Trip Generation (For Year 2018 plus Project Select Zone and Cumulative Year 2035 plus Project Select Zone Scenarios Only) Table II 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. At build-out, the Project is estimated to generate a maximum of 1,425 daily trips, 112 AM peak hour trips and 149 PM peak hour trips. Table II: TAZ B Project Only Trip Generation Note: d.u. = Dwelling Units Access to the Project Access to and from the Project site will from a total of three (3) points. One proposed access point is located on the south side of Clinton Avenue at approximately 975 feet east of Fowler Avenue. Another proposed access point is located on the east side of Fowler Avenue at approximately 1,300 feet south of Clinton Avenue. The final proposed access point is located on the north side of McKinley Avenue at approximately 925 feet east of Fowler Avenue. Additional Project details are found in Exhibit B. TAZ C Near Term Project Only Trip Generation (For Year 2018 plus Project Select Zone and Cumulative Year 2035 plus Project Select Zone Scenario Only) Table III presents the trip generation for the proposed TAZ C Near Term Project pursuant to the 10th Edition of the Trip Generation Manual with trip generation rates for Elementary School. At build-out, the Near Term Project is estimated to generate a maximum of 1,323 daily trips, 469 AM peak hour trips and 238 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) 69 d.u. 9.44 651 0.74 25 75 13 38 51 0.99 63 37 43 25 68 Total Project Trips 651 13 38 51 43 25 68 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) 151 d.u. 9.44 1,425 0.74 25 75 28 84 112 0.99 63 37 94 56 150 Total Project Trips 1,425 28 84 112 94 56 150 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 004-054) January 3, 2018 Table III: TAZ C Near Term Project Only Trip Generation Please invoice JLB Traffic Engineering, Inc. and reference JLB Project No. 004-054 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 smaciel@JLBtraffic.com. Sincerely, Susana Maciel, EIT Engineer I/II cc: Jose Benavides, JLB Traffic Engineering, Inc. Z:\01 Projects\004 Fresno\004-054 TT 6214 TIA\Model Request\L01032018 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 % % Elementary School (520) 700 students 1.89 1,323 0.67 54 46 253 216 469 0.17 48 52 57 62 119 Total Project Trips 1,323 253 216 469 57 62 119 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 004-054) January 3, 2018 Exhibit A – Aerial 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 004-054) January 3, 2018 Exhibit B – Site Plan 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 Mr. Han Fresno COG Modeling Request (Project 004-054) January 3, 2018 Exhibit C – Model TAZ Modifications 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 Mr. Han Fresno COG Modeling Request (Project 004-054) January 3, 2018 (Licensed to JLB Traffic Engineering Inc) AM, PM and Daily Volumes Select Zone (TAZ A) Base Year 20181001440 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000110000000 0 0 0 0 0000000 0 0 0 0 2 1 0 0 0 0 0 0 00000000000 00 0 0 0 1 1 0 0 0 0 0 0 0000000000000 0 0 0 0 0 0 0 0000011 0 0 0 0 1 1 0000000 0 0 0 0 0 0000000 0 0 0 0 0000000 0 0 0 0 0 0 19611211671627192214163158000011000000000000110011FowlerFowler739106665Fowl erFowler371096566PrincetonPrinceton 0 0 0 0 0 0 FowlerFowler5192111160166FowlerFowler411118125135Olive Olive 1 8 10 3 31 26 Olive Olive 0 0 0 0 4 4FowlerFowler6192111162167 Olive Olive 1 8 9 3 31 26 erer55Clinton Clinton 2 10 11 2 82 74 FowlerFowler7182213161155Clinton Clinton 1 1 2 1 14 13 Clinton Clinton 2 10 11 2 78 70 FowlerFowler000000McKinley McKinley 6 19 21 11 162 167FowlerFowler7182213161156Business ParBusiness Par000000ArmstrongArmstrong000001ArmstrongArmstrong000010McKinley McKinley 0 0 0 0 0 0 ArmstrongArmstrong000023ArmstrongArmstrong000001Olive Olive 0 0 0 0 4 3 Olive Olive 0 0 0 0 1 1ArmstrongArmstrong000010ArmstrongArmstrong001076Clinton Clinton 1 1 2 1 13 12 Clinton Clinton 0 1 1 0 6 6 Clinton Clinton 1 1 2 1 14 13 MedellinMedellin 7 18 22 13 161 156 McKinley McKinley 6 19 21 11 162 167 MedellinMedellin 7 19 22 14 163 157 1082 1083 1415 1416 1417 1622 1679 1681 1682 16831684 1726 1727 1728 2593 2693 3266 5704 6632 6839 8228 8236 8238 8240 8462 8464 1210712108 12109 12145 12147 12148 12149 12150 12152 12154 12172 12173 12415 12416 12417 12459 12460 12461 12462 12463 12464 (Licensed to JLB Traffic Engineering Inc) AM, PM and Daily Volumes Select Zone (TAZ A) Base Year 2018 0 0 0 0 1 1 0000000 0 0 0 0 0 19611211671627192214163158000011000000000000110011FowlerFowler7182213161155Clinton Clinton 1 1 2 1 14 13 FowlerFowler000000McKinley McKinley 6 19 21 11 162 167FowlerFowler7182213161156 McKinley McKinley 0 0 0 0 0 0 ClintonClinton 1 1 2 1 14 13 MedellinMedellin 7 18 22 13 161 156 McKinley McKinley 6 19 21 11 162 167 MedellinMedellin 7 19 22 14 163 157 1684 1726 1727 1728 6632 6839 8238 12108 12152 12459 12460 12461 12462 12463 12464 (Licensed to JLB Traffic Engineering Inc) AM, PM and Daily Volumes Select Zone (TAZ A) Base Year 2018 0 0 0 0 0 0 0 0 0 00 0 0 0 0000000 0 0 0 0 0 0000000 0 0 0 0 0 0000110000000 0 0 0 0 0 0000110 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0000000000000 0 0 0 1 1 0000000000000000000 0 0 0 0 0 0 0 0 0 0 0 0000000000000 0 0 0 0 0 0 0 0 0 1 1 0000000 0 0 0 0 0 0 0 0 0 0 0000011 0000000 0 0 0 0 0 0 0 0 0 1 1 0000000 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 0000000 0 0 0 0 0 0 19611211671627192214163158000011000000000000110011owlerowler22223232FowlerFowler22223232FoFo166TempeTempe000001FowlerFowler739106665Fowl erFowler371096566PrincetonPrinceton 0 0 0 0 0 0 TemperanceTemperance000001TemperanceTemperance000033Clinton Clinton 0 1 1 0 6 5 Clinton Clinton 0 0 1 0 3 2 TemperanceTemperance000000McKinley McKinley 0 0 0 0 3 3TemperanceTemperance000033 FowlerFowler5192111160166FowlerFowler411118125135Olive Olive 1 8 10 3 31 26 Olive Olive 0 0 0 0 4 4 TemperanceTemperance000000TemperanceTemperance000000Olive Olive 0 0 0 0 0 0 Olive Olive 0 0 0 0 1 1 TemperanceTemperance000000ArmsArms001065FowlerFowler6192111162167ArmstrongArmstrong000022SR 180000 SR 1802 562 FowlerFowler411118125135FowlerFowler43476294SR 180 7474 SR 1800 1 0 4 0 31 Clinton Clinton 2 10 11 2 82 74 FowlerFowler7182213161155Clinton Clinton 1 1 2 1 14 13 SR 180 1 4 31 SR 180 000 SR 1803229FowlerFowler000000McKinley McKinley 6 19 21 11 162 1677182213161156 M MBusiness Park000k ArmstrongArmstrong000001ArmstrongArmstrong000010McKinleyMcKinley 0 0 0 0 0 0 ArmstrongArmstrong000023ArmstrongArmstrong000001Olive Olive 0 0 0 0 4 3 Olive Olive 0 0 0 0 1 1ArmstrongArmstrong000010ArmstrongArmstrong001076Clinton Clinton 1 1 2 1 13 12 Clinton Clinton 0 1 1 0 6 6 ClintonClinton 1 1 2 1 14 13 000SR 180 0 0 0 Medellin Medellin 7 18 22 13 161 156 McKinley McKinley 6 19 21 11 162 167 Medellin Medellin 7 19 22 14 163 157 185 995 1083 1084 1417 1418 1676 1678 1679 1680 1681 1682 16831684 1726 1727 1728 2044 2593 2594 2639 2693 2694 3266 5623 5704 6632 667966806681 6839 8238 8342 8344 8346 8360 8362 8397 8462 64 34 1210712108 12109 12145 12146 12147 12148 12149 12150 12152 12154 12155 12172 12173 12214 12215 12459 12460 12461 12462 12463 12464 (Licensed to JLB Traffic Engineering Inc) AM, PM and Daily Volumes Select Zone (TAZ B) Base Year 20181012990 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000330000000 0 0 0 0 0000000 0 0 0 0 3 3 0 0 0 0 0 0 00000000000 00 0 0 0 2 2 0 0 0 0 1 1 0000000000100 0 0 0 0 0 0 0 0000011 0 0 0 0 3 2 0000110 0 0 0 1 1 0000000 0 0 0 0 0000000 0 0 0 0 0 0 0000000000111135381927227449173756438440000000110033FowlerFowler1162117123114Fowl erFowler6111721114123PrincetonPrinceton 0 0 0 0 0 0 FowlerFowler10333718264266FowlerFowler8192113216227Olive Olive 1 14 17 5 47 39 Olive Olive 0 0 0 0 2 2FowlerFowler10333819267269 Olive Olive 1 14 17 5 47 39 erer67Clinton Clinton 7 30 30 7 237 223 FowlerFowler000000Clinton Clinton 13 41 47 28 351 347 Clinton Clinton 6 28 28 7 227 214 FowlerFowler10333819267269McKinley McKinley 0 0 0 0 0 0FowlerFowler000022Business ParBusiness Par000000ArmstrongArmstrong10111211ArmstrongArmstrong01111112McKinley McKinley 0 0 0 0 0 0 ArmstrongArmstrong011188ArmstrongArmstrong10111110Olive Olive 0 0 0 0 1 1 Olive Olive 0 0 0 0 2 1ArmstrongArmstrong01111213ArmstrongArmstrong61245449Clinton Clinton 8 5 9 9 89 87 Clinton Clinton 1 3 5 4 22 26 Clinton Clinton 8 5 9 9 91 89 MedellinMedellin 10 34 38 19 268 271 McKinley McKinley 0 0 0 0 0 0 MedellinMedellin 11 35 38 19 271 273 1082 1083 1415 1416 1417 1622 1679 1681 1682 16831684 1726 1727 1728 2593 2693 3266 5704 6632 6839 8228 8236 8238 8240 8462 8464 1210712108 12109 12145 12147 12148 12149 12150 12152 12154 12172 12173 12415 12416 12417 12459 12460 12461 12462 12463 12464 (Licensed to JLB Traffic Engineering Inc) AM, PM and Daily Volumes Select Zone (TAZ B) Base Year 2018 0 0 0 0 2 2 0000000 0 0 0 0 0 0000000000111135381927227449173756438440000000110033FowlerFowler000000Clinton Clinton 13 41 47 28 351 347 FowlerFowler10333819267269McKinley McKinley 0 0 0 0 0 0FowlerFowler000022 McKinley McKinley 0 0 0 0 0 0 ClintonClinton 8 5 9 9 91 89 MedellinMedellin 10 34 38 19 268 271 McKinley McKinley 0 0 0 0 0 0 MedellinMedellin 11 35 38 19 271 273 1684 1726 1727 1728 6632 6839 8238 12108 12152 12459 12460 12461 12462 12463 12464 (Licensed to JLB Traffic Engineering Inc) AM, PM and Daily Volumes Select Zone (TAZ B) Base Year 2018 0 0 0 0 0 0 0 0 0 00 0 0 0 0000110 0 0 0 0 0 0000000 0 0 0 0 0 0000330000000 0 0 0 0 0 0000330 0 0 0 0 0 0 0 0 0 3 3 0 0 0 0 0 0 0000000000000 0 0 0 2 2 0000000000000000110 0 0 0 0 0 0 0 0 0 1 1 0000000000000 0 0 0 0 0 0 0 0 0 2 2 0000100 0 0 0 0 0 0 0 0 0 0 0000011 0000000 0 0 0 0 0 0 0 0 0 3 2 0000110 0 0 0 0 0 0 0 0 0 1 1 0000000 0 0 0 0 0000000 0 0 0 0 0 0 0000000000111135381927227449173756438440000000110033owlerowler33436163FowlerFowler33436163FoFo12111TempeTempe011231FowlerFowler1162117123114Fowl erFowler6111721114123PrincetonPrinceton 0 0 0 0 0 0 TemperanceTemperance0112311TemperanceTemperance11121011Clinton Clinton 1 2 5 4 21 25 Clinton Clinton 0 1 2 0 8 5 TemperanceTemperance000112McKinley McKinley 1 1 1 1 9 9TemperanceTemperance11211110 FowlerFowler10333718264266FowlerFowler8192113216227Olive Olive 1 14 17 5 47 39 Olive Olive 0 0 0 0 2 2 TemperanceTemperance001031TemperanceTemperance001021Olive Olive 0 0 0 0 0 0 Olive Olive 0 0 0 0 2 1 TemperanceTemperance000113ArmsArms512454FowlerFowler10333819267269ArmstrongArmstrong011066SR 180000 SR 1803 996 FowlerFowler8192113216227FowlerFowler96613118156SR 180 117109 SR 1800 2 0 8 0 60 Clinton Clinton 7 30 30 7 237 223 FowlerFowler000000Clinton Clinton 13 41 47 28 351 347 SR 180 2 8 60 SR 180 000 SR 1806355FowlerFowler10333819267269McKinley McKinley 0 0 0 0 0 0000022 M MBusiness Park000k ArmstrongArmstrong10111211ArmstrongArmstrong01111112McKinleyMcKinley 0 0 0 0 0 0 ArmstrongArmstrong011188ArmstrongArmstrong10111110Olive Olive 0 0 0 0 1 1 Olive Olive 0 0 0 0 2 1ArmstrongArmstrong01111213ArmstrongArmstrong61245449Clinton Clinton 8 5 9 9 89 87 Clinton Clinton 1 3 5 4 22 26 ClintonClinton 8 5 9 9 91 89 000SR 180 0 0 0 Medellin Medellin 10 34 38 19 268 271 McKinley McKinley 0 0 0 0 0 0 Medellin Medellin 11 35 38 19 271 273 185 995 1083 1084 1417 1418 1676 1678 1679 1680 1681 1682 16831684 1726 1727 1728 2044 2593 2594 2639 2693 2694 3266 5623 5704 6632 667966806681 6839 8238 8342 8344 8346 8360 8362 8397 8462 64 34 1210712108 12109 12145 12146 12147 12148 12149 12150 12152 12154 12155 12172 12173 12214 12215 12459 12460 12461 12462 12463 12464 (Licensed to JLB Traffic Engineering Inc) AM, PM and Daily Volumes Select Zone (TAZ C) Base Year 20182101550 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1000110000000 0 0 0 0 0000000 1 0 0 0 1 1 0 0 0 0 0 0 00000000000 00 1 0 0 1 1 0 0 0 0 1 1 0000000100000 0 0 0 0 0 0 0 0000011 2 0 0 0 4 4 2000220 0 0 0 1 1 0000000 0 0 0 0 0000000 0 0 0 0 0 0 00000011001111003300000012811028323483551061253029306313FowlerFowler52601915153148Fowl erFowler60511519148153PrincetonPrinceton 0 0 0 0 0 0 FowlerFowler1271092832346354FowlerFowler107641624286298Olive Olive 18 42 11 7 52 45 Olive Olive 3 3 1 1 10 8FowlerFowler1281102832348355 Olive Olive 17 41 11 7 51 44 erer768Clinton Clinton 34 44 11 4 113 95 FowlerFowler1231042830307300Clinton Clinton 8 29 7 2 52 46 Clinton Clinton 33 42 10 3 108 91 FowlerFowler000000McKinley McKinley 128 110 28 32 348 355FowlerFowler1241052830309302Business ParBusiness Par000000ArmstrongArmstrong000001ArmstrongArmstrong000010McKinley McKinley 0 0 0 0 0 0 ArmstrongArmstrong220056ArmstrongArmstrong100012Olive Olive 3 3 1 1 10 8 Olive Olive 1 1 1 0 3 3ArmstrongArmstrong000021ArmstrongArmstrong28202520Clinton Clinton 7 29 7 2 50 45 Clinton Clinton 5 20 5 2 24 23 Clinton Clinton 8 29 7 2 52 46 MedellinMedellin 124 105 28 30 309 302 McKinley McKinley 0 0 0 0 0 0 MedellinMedellin 2 2 0 1 5 5 1082 1083 1415 1416 1417 1622 1679 1681 1682 16831684 1726 1727 1728 2593 2693 3266 5704 6632 6839 8228 8236 8238 8240 8462 8464 1210712108 12109 12145 12147 12148 12149 12150 12152 12154 12172 12173 12415 12416 12417 12459 12460 12461 12462 12463 12464 (Licensed to JLB Traffic Engineering Inc) AM, PM and Daily Volumes Select Zone (TAZ C) Base Year 2018 0 1 0 0 1 1 0000000 0 0 0 0 0 00000011001111003300000012811028323483551061253029306313FowlerFowler1231042830307300Clinton Clinton 8 29 7 2 52 46 FowlerFowler000000McKinley McKinley 128 110 28 32 348 355FowlerFowler1241052830309302 McKinley McKinley 0 0 0 0 0 0 ClintonClinton 8 29 7 2 52 46 MedellinMedellin 124 105 28 30 309 302 McKinley McKinley 0 0 0 0 0 0 MedellinMedellin 2 2 0 1 5 5 1684 1726 1727 1728 6632 6839 8238 12108 12152 12459 12460 12461 12462 12463 12464 (Licensed to JLB Traffic Engineering Inc) AM, PM and Daily Volumes Select Zone (TAZ C) Base Year 2018 0 0 0 0 0 0 0 0 0 00 0 0 0 0000000 0 0 0 0 0 0000000 0 0 0 0 0 1000110000000 0 0 0 0 0 1100220 0 0 0 0 0 1 0 0 0 1 1 0 0 0 0 0 0 0000000000000 1 0 0 1 1 0000000000001100220 0 0 0 0 0 0 0 0 0 1 1 0000000000000 0 0 0 0 0 0 1 0 0 2 1 0100000 0 0 0 0 0 0 0 0 0 0 0000011 0000000 0 0 0 0 0 2 0 0 0 4 4 2000220 0 0 0 0 0 0 0 0 0 1 1 0000000 0 0 0 0 0000000 0 0 0 0 0 0 00000011001111003300000012811028323483551061253029306313owlerowler3315458085FowlerFowler3315458085FoFo561111TempeTempe041024FowlerFowler52601915153148Fowl erFowler60511519148153PrincetonPrinceton 0 0 0 0 0 0 TemperanceTemperance041024TemperanceTemperance53111111Clinton Clinton 5 18 4 1 23 21 Clinton Clinton 2 9 2 1 10 6 TemperanceTemperance000000McKinley McKinley 3 5 1 1 11 11TemperanceTemperance35111111 FowlerFowler1271092832346354FowlerFowler107641624286298Olive Olive 18 42 11 7 52 45 Olive Olive 3 3 1 1 10 8 TemperanceTemperance000011TemperanceTemperance000000Olive Olive 0 1 0 0 2 2 Olive Olive 1 1 0 0 3 2 TemperanceTemperance000011ArmsArms082021FowlerFowler1281102832348355ArmstrongArmstrong120034SR 180000 SR 180445118 FowlerFowler107641624286298FowlerFowler3777129169198SR 180 2711129 SR 1800 30 0 7 0 88 Clinton Clinton 34 44 11 4 113 95 FowlerFowler1231042830307300Clinton Clinton 8 29 7 2 52 46 SR 180 30 7 88 SR 180 000 SR 18021784FowlerFowler000000McKinley McKinley 128 110 28 32 348 3551241052830309302 M MBusiness Park000k ArmstrongArmstrong000001ArmstrongArmstrong000010McKinleyMcKinley 0 0 0 0 0 0 ArmstrongArmstrong220056ArmstrongArmstrong100012Olive Olive 3 3 1 1 10 8 Olive Olive 1 1 1 0 3 3ArmstrongArmstrong000021ArmstrongArmstrong28202520Clinton Clinton 7 29 7 2 50 45 Clinton Clinton 5 20 5 2 24 23 ClintonClinton 8 29 7 2 52 46 000SR 180 0 0 0 Medellin Medellin 124 105 28 30 309 302 McKinley McKinley 0 0 0 0 0 0 Medellin Medellin 2 2 0 1 5 5 185 995 1083 1084 1417 1418 1676 1678 1679 1680 1681 1682 16831684 1726 1727 1728 2044 2593 2594 2639 2693 2694 3266 5623 5704 6632 667966806681 6839 8238 8342 8344 8346 8360 8362 8397 8462 64 34 1210712108 12109 12145 12146 12147 12148 12149 12150 12152 12154 12155 12172 12173 12214 12215 12459 12460 12461 12462 12463 12464 (Licensed to JLB Traffic Engineering Inc) AM, PM and Daily Volumes Select Zone (TAZ A) Cummulative Year 20350001330 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000110 0 0 0 0 0 0000000000000 000000000 0 0 0 0 0 0 0000330 0 0 0 0 0 0000000000000 0 0 0 2 2 0 0 0 0 0 0 000000000000 0 0 0 1 1 00000000000 000 0000011 0 0 0 0 1 000000 0 0 0 0 0 000000000000 0 0 0 0 0000000 MedellinMedellin 0 0 0 0 1 1 112326172682541528177157000000000000000011000000FowlerFowler1128135843FowlerFowl er2111384357Princeton Princeton 0 0 0 0 0 1 FowlerFowler416169146150FowlerFowler3994127128Olive Olive 1 6 7 5 19 22 Olive Olive 0 0 0 0 3 2FowlerFowler416169146150 Olive Olive 1 6 7 5 19 22 Clinton Clinton 0 3 3 0 9 8 FowlerFowler2141685368Clinton Clinton 0 0 0 0 1 1 ton ton 0 6 McKinley McKinley 2 0 0 1 58 42 FowlerFowler000000McKinley McKinley 7 16 17 9 204 192FowlerFowler2141685570Business PBusiness P000010McKinley McKinley 7 4 7 9 58 60 McKinley McKinley 2 2 4 5 18 21 ArmstrongArmstrong21231314ArmstrongArmstrong31122726McKinley McKinley 7 4 7 9 61 63 ArmstrongArmstrong1121109ArmstrongArmstrong21231313Olive Olive 0 0 0 0 2 2 Olive Olive 0 0 0 1 2 1ArmstrongArmstrong31122726ArmstrongArmstrong21112115Clinton Clinton 0 0 0 0 0 0 Clinton Clinton 1 0 1 1 6 11 ClintonClinton 0 0 0 0 1 1 McKinley McKinley 2 0 0 1 58 42 McKinley McKinley 2 0 0 1 58 42 Medellin Medellin 2 14 16 8 55 70 McKinley McKinley 7 16 17 9 205 193 MedellinMedellin 2 14 16 8 55 70 1082 1083 1415 1416 1417 1622 1679 1681 16831684 1726 1727 1728 2593 2693 3266 5704 6632 6839 8228 8236 8238 8240 8462 8464 1210712108 12145 12147 12148 12149 12150 12152 12172 415 12416 12417 12459 12460 12461 12462 12463 12464 (Licensed to JLB Traffic Engineering Inc) AM, PM and Daily Volumes Select Zone (TAZ A) Cummulative Year 2035 0 0 0 0 2 2 000000000000MedellinMedellin 0 0 0 0 1 1 112326172682541528177157000000000000000011000000FowlerFowler2141685368Clinton Clinton 0 0 0 0 1 1 McKinley McKinley 2 0 0 1 58 42 FowlerFowler000000McKinley McKinley 7 16 17 9 204 192FowlerFowler2141685570 McKinleyMcKinley 7 4 7 9 61 63 Clinton Clinton 0 0 0 0 1 1 Medellin Medellin 2 14 16 8 55 70 McKinley McKinley 7 16 17 9 205 193 MedellinMedellin 2 14 16 8 55 70 1684 1726 1727 1728 6632 6839 8238 12108 12152 12459 12460 12461 12462 12463 12464 (Licensed to JLB Traffic Engineering Inc) AM, PM and Daily Volumes Select Zone (TAZ A) Cummulative Year 2035 0 0 0 0 0 0 0000000 0 0 0 0 0 0000110 0 0 0 0 0 0 0 0 0 0 0 0000330 0 0 0 0 0 0000000 0 0 0 0 0000000 0 0 0 0 1 1 0000000000000 0 0 0 0 0 0000011 0000000 0 0 0 0 0 0 0 0 0 1 1 0000000 0 0 0 0 0 0000000 0 0 0 0 0 0000000000000 0 0 0 0 0000000 Medellin Medellin 0 0 0 0 1 1 112326172682541528177157000000000000000011000000FowleFowle1128135743TemperaTempera1111612FowlerFowler1128135843Fowl erFowler2111384357nceton nceton 0 0 0 0 0 1 TemperanceTemperance1111612TemperanceTemperance011134Clinton Clinton 1 0 0 0 6 11 Clinton Clinton 0 0 1 1 3 3 TemperanceTemperance122298McKinley McKinley 1 0 1 1 7 7TemperanceTemperance101143 McKinley McKinley 2 2 4 4 17 20 FowlerFowler416169146150FowlerFowler3994127128Olive Olive 0 0 0 0 3 2 TemperanceTemperance2123910TemperanceTemperance212289Olive Olive 0 0 0 0 0 0 Olive Olive 0 0 0 0 2 1ArmstroArmstro21112014FowlerFowler416169146150FowlerFowler2141685368Clinton Clinton 0 0 0 0 1 1 FowlerFowler000000McKinley McKinley 7 16 17 9 204 192FowlerFowler2141685570 McKinley McKinley 7 4 7 9 58 60 McKinley McKinley 2 2 4 5 18 21 ArmstrongArmstrong21231314ArmstrongArmstrong31122726McKinleyMcKinley 7 4 7 9 61 63 ArmstrongArmstrong1121109ArmstrongArmstrong21231313Olive Olive 0 0 0 0 2 2 Olive Olive 0 0 0 1 2 1ArmstrongArmstrong31122726ArmstrongArmstrong21112115Clinton Clinton 0 0 0 0 0 0 Clinton Clinton 1 0 1 1 6 11 ClintonClinton 0 0 0 0 1 1 Medellin Medellin 2 14 16 8 55 70 McKinley McKinley 7 16 17 9 205 193 MedellinMedellin 2 14 16 8 55 70 1083 1417 1679 1681 1682 16831684 1726 1727 1728 2593 2594 2639 2693 2694 3266 5704 6632 6839 8238 8344 8360 8362 8462 1210712108 12109 12145 12147 12148 12149 12150 12152 12154 12172 12173 12459 12460 12461 12462 12463 12464 (Licensed to JLB Traffic Engineering Inc)AM, PM and Daily VolumesSelect Zone (TAZ A)Cummulative Year 203500000000000000000000 0000 0 0 0 0 0 0 000000000011000012000000000011000000000000000000FowlerFowler13424438FowlerFowler13424438BelmontBelmont1010115BelmontBelmont000032BelmontBelmont1010125FowlerFowler13313535Armstrong Armstrong 0 0 0 1 3 3 BelmontBelmont001043ArmstrongArmstrong112198FowlerFowler13313333FowlerFowler13313333BelmontBelmont000032BelmontBelmont000043SR 180000SR 1801456FowlerFowler3994127128FowlerFowler 5 2 2 8 65 100 SR 1804260SR 1800001227SR 1801456SR 1800127SR 1802027SR 1800127SR 180000SR 1802027FowlerFowler13313333ArmstrongArmstrong002CFrancher Cr.002ArmstrongArmstrong0002001022ArmstrongArmstrong001022Armstrong Armstrong 0 0 0 1 2 2 FrancherCr.002SR 1805262ArmstArmst1121109SR 18000 2 SR 18000218418598999299514161440168120442748274935595308555956105623570457056679668066817049705470557070707170727073707408708070819002121461221412215 (Licensed to JLB Traffic Engineering Inc)AM, PM and Daily VolumesSelect Zone (TAZ A)Cummulative Year 20350000000000000000 00FowlerFowler13424438FowlerFowler13424438BelmontBelmont000032BelmontBelmont1010125BelmontBelmont00002SR 180000SR 1801456FowlerFowler3994127128FowlerFowler 5 2 2 8 65 100 SR 1804260SR 1800001227SR 1800127SR 180000SR 1802027SR 18000 2 SR 18000218520442749555956105623570566796680668190021221412215 (Licensed to JLB Traffic Engineering Inc) AM, PM and Daily Volumes Select Zone (TAZ B) Cummulative Year 20351011770 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0001440 0 0 0 0 0 0000000000000 000000000 0 0 0 0 0 0 1001550 0 0 0 0 0 0000000000000 1 1 0 5 5 0 0 0 0 0 0 000000000010 0 0 0 1 1 00000000000 000 0000022 0 0 0 0 2 000000 0 0 0 1 1 000000000000 0 0 0 0 0000000 MedellinMedellin 0 0 0 0 2 2 0000000000001137421928529147173752421427000000110022FowlerFowler2571729169130FowlerFowl er7252917130167Princeton Princeton 0 0 0 1 0 1 FowlerFowler9354018271276FowlerFowler7232711243241Olive Olive 2 11 13 7 29 37 Olive Olive 0 0 0 0 5 5FowlerFowler9354018271277 Olive Olive 2 11 13 7 29 36 Clinton Clinton 3 11 10 5 170 130 FowlerFowler000000Clinton Clinton 10 35 39 22 300 299 ton ton0 9 4 63 3 McKinley McKinley 0 0 0 0 0 0 FowlerFowler10354119276282McKinley McKinley 1 0 0 1 5 5FowlerFowler011055Business PBusiness P001010McKinley McKinley 0 0 0 1 0 0 McKinley McKinley 0 1 1 0 7 7 ArmstrongArmstrong11111821ArmstrongArmstrong12122725McKinley McKinley 1 0 0 1 5 5 ArmstrongArmstrong11111513ArmstrongArmstrong11111719Olive Olive 0 0 0 0 4 3 Olive Olive 0 0 0 0 1 0ArmstrongArmstrong12132826ArmstrongArmstrong53465642Clinton Clinton 11 7 14 12 118 123 Clinton Clinton 4 3 7 6 36 53 ClintonClinton 12 7 14 13 122 127 McKinley McKinley 0 0 0 0 0 0 McKinley McKinley 0 0 0 0 0 0 Medellin Medellin 10 36 42 19 281 286 McKinley McKinley 1 0 0 1 5 5 MedellinMedellin 11 37 42 19 283 288 1082 1083 1415 1416 1417 1622 1679 1681 16831684 1726 1727 1728 2593 2693 3266 5704 6632 6839 8228 8236 8238 8240 8462 8464 1210712108 12145 12147 12148 12149 12150 12152 12172 415 12416 12417 12459 12460 12461 12462 12463 12464 (Licensed to JLB Traffic Engineering Inc) AM, PM and Daily Volumes Select Zone (TAZ B) Cummulative Year 2035 0 1 1 0 5 5 000000000000MedellinMedellin 0 0 0 0 2 2 0000000000001137421928529147173752421427000000110022FowlerFowler000000Clinton Clinton 10 35 39 22 300 299 McKinley McKinley 0 0 0 0 0 0 FowlerFowler10354119276282McKinley McKinley 1 0 0 1 5 5FowlerFowler011055 McKinleyMcKinley 1 0 0 1 5 5 Clinton Clinton 12 7 14 13 122 127 Medellin Medellin 10 36 42 19 281 286 McKinley McKinley 1 0 0 1 5 5 MedellinMedellin 11 37 42 19 283 288 1684 1726 1727 1728 6632 6839 8238 12108 12152 12459 12460 12461 12462 12463 12464 (Licensed to JLB Traffic Engineering Inc) AM, PM and Daily Volumes Select Zone (TAZ B) Cummulative Year 2035 0 0 0 0 0 0 0000000 0 0 0 0 0 0001440 0 0 0 0 0 0 0 0 0 0 0 1001550 0 0 0 0 0 0000000 0 0 0 0 0000001 0 0 0 0 1 1 0000000000000 0 0 0 0 0 0000022 0000000 0 0 0 0 0 0 0 0 0 2 2 0000110 0 0 0 0 0 0000000 0 0 0 1 1 0000000000000 0 0 0 0 0000000 Medellin Medellin 0 0 0 0 2 2 0000000000001137421928529147173752421427000000110022FowleFowle2571729167130TemperaTempera21231631FowlerFowler2571729169130Fowl erFowler7252917130167nceton nceton 0 0 0 1 0 1 TemperanceTemperance21231631TemperanceTemperance11131110Clinton Clinton 4 3 7 5 36 52 Clinton Clinton 1 1 2 1 9 9 TemperanceTemperance1113109McKinley McKinley 1 0 1 1 8 8TemperanceTemperance11311011 McKinley McKinley 0 1 1 0 6 6 FowlerFowler9354018271276FowlerFowler7232711243241Olive Olive 0 0 0 0 5 5 TemperanceTemperance113199TemperanceTemperance1131910Olive Olive 0 0 0 0 1 1 Olive Olive 0 0 0 0 1 0ArmstroArmstro53465440FowlerFowler9354018271277FowlerFowler000000Clinton Clinton 10 35 39 22 300 299 FowlerFowler10354119276282McKinley McKinley 1 0 0 1 5 5FowlerFowler011055 McKinley McKinley 0 0 0 1 0 0 McKinley McKinley 0 1 1 0 7 7 ArmstrongArmstrong11111821ArmstrongArmstrong12122725McKinleyMcKinley 1 0 0 1 5 5 ArmstrongArmstrong11111513ArmstrongArmstrong11111719Olive Olive 0 0 0 0 4 3 Olive Olive 0 0 0 0 1 0ArmstrongArmstrong12132826ArmstrongArmstrong53465642Clinton Clinton 11 7 14 12 118 123 Clinton Clinton 4 3 7 6 36 53 ClintonClinton 12 7 14 13 122 127 Medellin Medellin 10 36 42 19 281 286 McKinley McKinley 1 0 0 1 5 5 MedellinMedellin 11 37 42 19 283 288 1083 1417 1679 1681 1682 16831684 1726 1727 1728 2593 2594 2639 2693 2694 3266 5704 6632 6839 8238 8344 8360 8362 8462 1210712108 12109 12145 12147 12148 12149 12150 12152 12154 12172 12173 12459 12460 12461 12462 12463 12464 (Licensed to JLB Traffic Engineering Inc)AM, PM and Daily VolumesSelect Zone (TAZ B)Cummulative Year 203500000000000000000000 0000 0 0 0 0 0 0 000011000010100144000000000022000000000000000000FowlerFowler371049179FowlerFowler371049280BelmontBelmont1020229BelmontBelmont000074BelmontBelmont10302310FowlerFowler26847472Armstrong Armstrong 0 0 0 0 3 2 BelmontBelmont000085ArmstrongArmstrong01111311FowlerFowler26746967FowlerFowler26746967BelmontBelmont000074BelmontBelmont000074SR 180000SR 1803786FowlerFowler7232711243241FowlerFowler 14 6 6 17 145 178 SR 1808592SR 1801209465SR 1803786SR 1802965SR 1807265SR 1802965SR 180000SR 1807265FowlerFowler26747068ArmstrongArmstrong002CFrancher Cr.002ArmstrongArmstrong0002000012ArmstrongArmstrong000012Armstrong Armstrong 0 0 0 0 2 1 FrancherCr.002SR 1809596ArmstArmst11111513SR 18010 4 SR 18010418418598999299514161440168120442748274935595308555956105623570457056679668066817049705470557070707170727073707408708070819002121461221412215 (Licensed to JLB Traffic Engineering Inc)AM, PM and Daily VolumesSelect Zone (TAZ B)Cummulative Year 20350000000000000000 00FowlerFowler371049179FowlerFowler371049280BelmontBelmont000074BelmontBelmont10302310BelmontBelmont00004SR 180000SR 1803786FowlerFowler7232711243241FowlerFowler 14 6 6 17 145 178 SR 1808592SR 1801209465SR 1802965SR 180000SR 1807265SR 18010 4 SR 18010418520442749555956105623570566796680668190021221412215 (Licensed to JLB Traffic Engineering Inc) AM, PM and Daily Volumes Select Zone (TAZ C) Cummulative Year 20352100330 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1100220 0 0 0 0 0 0000000000000 000000000 0 0 0 0 0 0 1100220 0 0 0 0 0 0000000000001 1 0 0 3 3 0 0 0 0 0 0 000000010010 1 0 0 2 2 00000010000 000 0010011 1 0 0 0 4 110010 0 0 0 1 1 000000000000 0 0 0 0 0000000 MedellinMedellin 1 1 0 0 2 2 0000110000001100220000001411183136381395981122626266280FowlerFowler61631715134119FowlerFowl er63611516119132Princeton Princeton 1 0 0 0 0 1 FowlerFowler99952524313315FowlerFowler78631715285284Olive Olive 21 32 8 9 29 33 Olive Olive 1 0 0 0 3 4FowlerFowler99952524313315 Olive Olive 21 32 8 9 28 32 Clinton Clinton 12 14 3 1 83 61 FowlerFowler110952526274260Clinton Clinton 20 34 8 6 65 72 ton ton 1 2 9 7 McKinley McKinley 1 1 0 0 2 2 FowlerFowler000000McKinley McKinley 100 97 25 24 315 317FowlerFowler110972526276262Business PBusiness P010010McKinley McKinley 20 40 12 6 75 62 McKinley McKinley 13 27 8 4 46 41 ArmstrongArmstrong613422519ArmstrongArmstrong000032McKinley McKinley 21 41 12 6 77 64 ArmstrongArmstrong84121419ArmstrongArmstrong612422317Olive Olive 0 0 0 0 2 3 Olive Olive 2 5 1 1 1 1ArmstrongArmstrong000021ArmstrongArmstrong916334437Clinton Clinton 20 34 7 6 63 70 Clinton Clinton 11 18 4 3 21 35 ClintonClinton 20 34 8 6 65 72 McKinley McKinley 0 1 0 0 2 2 McKinley McKinley 0 1 0 0 2 2 Medellin Medellin 110 97 25 26 276 262 McKinley McKinley 21 41 12 6 78 65 MedellinMedellin 2 1 0 0 4 4 1082 1083 1415 1416 1417 1622 1679 1681 16831684 1726 1727 1728 2593 2693 3266 5704 6632 6839 8228 8236 8238 8240 8462 8464 1210712108 12145 12147 12148 12149 12150 12152 12172 415 12416 12417 12459 12460 12461 12462 12463 12464 (Licensed to JLB Traffic Engineering Inc) AM, PM and Daily Volumes Select Zone (TAZ C) Cummulative Year 2035 1 1 0 0 3 3 000000000000MedellinMedellin 1 1 0 0 2 2 0000110000001100220000001411183136381395981122626266280FowlerFowler110952526274260Clinton Clinton 20 34 8 6 65 72 McKinley McKinley 1 1 0 0 2 2 FowlerFowler000000McKinley McKinley 100 97 25 24 315 317FowlerFowler110972526276262 McKinleyMcKinley 21 41 12 6 77 64 Clinton Clinton 20 34 8 6 65 72 Medellin Medellin 110 97 25 26 276 262 McKinley McKinley 21 41 12 6 78 65 MedellinMedellin 2 1 0 0 4 4 1684 1726 1727 1728 6632 6839 8238 12108 12152 12459 12460 12461 12462 12463 12464 (Licensed to JLB Traffic Engineering Inc) AM, PM and Daily Volumes Select Zone (TAZ C) Cummulative Year 2035 0 0 0 0 0 0 0000000 0 0 0 0 0 1100220 0 0 0 0 0 0 0 0 0 0 0 1100220 0 0 0 0 0 0000000 0 0 0 0 0010001 0 1 0 0 2 2 0000000100000 0 0 0 0 0 0010011 0000000 0 0 0 0 0 1 0 0 0 4 3 2000210 0 0 0 0 0 1100100 0 0 0 1 1 0000000000000 0 0 0 0 0000000 Medellin Medellin 1 1 0 0 2 2 0000110000001100220000001411183136381395981122626266280FowleFowle61631615132119TemperaTempera711221326FowlerFowler61631715134119Fowl erFowler63611516119132nceton nceton 1 0 0 0 0 1 TemperanceTemperance711221326TemperanceTemperance000022Clinton Clinton 11 16 4 3 20 33 Clinton Clinton 4 6 2 1 9 9 TemperanceTemperance155151217McKinley McKinley 7 11 2 2 27 27TemperanceTemperance000022 McKinley McKinley 12 27 8 4 45 40 FowlerFowler99952524313315FowlerFowler78631715285284Olive Olive 1 0 0 0 3 4 TemperanceTemperance519621611TemperanceTemperance515511712Olive Olive 0 1 0 0 2 1 Olive Olive 1 5 1 0 1 1ArmstroArmstro716334034FowlerFowler99952524313315FowlerFowler110952526274260Clinton Clinton 20 34 8 6 65 72 FowlerFowler000000McKinley McKinley 100 97 25 24 315 317FowlerFowler110972526276262 McKinley McKinley 20 40 12 6 75 62 McKinley McKinley 13 27 8 4 46 41 ArmstrongArmstrong613422519ArmstrongArmstrong000032McKinleyMcKinley 21 41 12 6 77 64 ArmstrongArmstrong84121419ArmstrongArmstrong612422317Olive Olive 0 0 0 0 2 3 Olive Olive 2 5 1 1 1 1ArmstrongArmstrong000021ArmstrongArmstrong916334437Clinton Clinton 20 34 7 6 63 70 Clinton Clinton 11 18 4 3 21 35 ClintonClinton 20 34 8 6 65 72 Medellin Medellin 110 97 25 26 276 262 McKinley McKinley 21 41 12 6 78 65 MedellinMedellin 2 1 0 0 4 4 1083 1417 1679 1681 1682 16831684 1726 1727 1728 2593 2594 2639 2693 2694 3266 5704 6632 6839 8238 8344 8360 8362 8462 1210712108 12109 12145 12147 12148 12149 12150 12152 12154 12172 12173 12459 12460 12461 12462 12463 12464 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: Existing Traffic Conditions HCM 2010 Signalized Intersection Summary Existing AM Peak 1: Fowler Avenue & Clinton Avenue 02/09/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 38 69 35 32 169 39 72 295 23 18 394 210 Future Volume (veh/h) 38 69 35 32 169 39 72 295 23 18 394 210 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 40 73 37 34 178 41 76 311 24 19 415 221 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 77 186 94 68 287 244 120 646 550 41 564 479 Arrive On Green 0.04 0.16 0.16 0.04 0.16 0.16 0.07 0.35 0.35 0.02 0.31 0.31 Sat Flow, veh/h 1757 1156 586 1757 1845 1568 1757 1845 1568 1757 1845 1568 Grp Volume(v), veh/h 40 0 110 34 178 41 76 311 24 19 415 221 Grp Sat Flow(s),veh/h/ln 1757 0 1741 1757 1845 1568 1757 1845 1568 1757 1845 1568 Q Serve(g_s), s 1.0 0.0 2.5 0.8 4.0 1.0 1.9 5.9 0.4 0.5 9.0 5.1 Cycle Q Clear(g_c), s 1.0 0.0 2.5 0.8 4.0 1.0 1.9 5.9 0.4 0.5 9.0 5.1 Prop In Lane 1.00 0.34 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 77 0 280 68 287 244 120 646 550 41 564 479 V/C Ratio(X) 0.52 0.00 0.39 0.50 0.62 0.17 0.63 0.48 0.04 0.46 0.74 0.46 Avail Cap(c_a), veh/h 197 0 1290 237 1408 1196 264 1118 950 197 1047 890 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 20.8 0.0 16.7 21.0 17.6 16.3 20.2 11.3 9.5 21.5 13.9 12.5 Incr Delay (d2), s/veh 5.3 0.0 0.9 5.6 2.2 0.3 5.4 0.6 0.0 7.8 1.9 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 1.3 0.5 2.2 0.5 1.1 3.0 0.2 0.3 4.8 2.2 LnGrp Delay(d),s/veh 26.2 0.0 17.6 26.7 19.7 16.6 25.6 11.9 9.6 29.2 15.8 13.2 LnGrp LOS C B C B B C B A C B B Approach Vol, veh/h 150 253 411 655 Approach Delay, s/veh 19.9 20.2 14.3 15.3 Approach LOS B C B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.2 20.9 5.9 12.5 7.2 18.9 6.2 12.2 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 5 27.0 * 6 33.0 * 6.7 25.3 * 5 34.0 Max Q Clear Time (g_c+I1), s 2.5 7.9 2.8 4.5 3.9 11.0 3.0 6.0 Green Ext Time (p_c), s 0.0 1.6 0.0 0.5 0.0 2.6 0.0 1.0 Intersection Summary HCM 2010 Ctrl Delay 16.3 HCM 2010 LOS B Notes HCM 2010 AWSC Existing AM Peak 2: Armstrong Avenue & Clinton Avenue 02/09/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Intersection Intersection Delay, s/veh 21.2 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 55 18 57 131 33 16 153 10 42 423 47 Future Vol, veh/h 30 55 18 57 131 33 16 153 10 42 423 47 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 33 60 20 62 142 36 17 166 11 46 460 51 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 11.4 13.7 12 29.6 HCM LOS B B B D Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 9% 29% 26% 8% Vol Thru, % 85% 53% 59% 83% Vol Right, % 6% 17% 15% 9% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 179 103 221 512 LT Vol 16 30 57 42 Through Vol 153 55 131 423 RT Vol 10 18 33 47 Lane Flow Rate 195 112 240 557 Geometry Grp 1111 Degree of Util (X) 0.329 0.207 0.415 0.832 Departure Headway (Hd) 6.083 6.644 6.331 5.382 Convergence, Y/N Yes Yes Yes Yes Cap 595 543 572 668 Service Time 4.083 4.656 4.331 3.463 HCM Lane V/C Ratio 0.328 0.206 0.42 0.834 HCM Control Delay 12 11.4 13.7 29.6 HCM Lane LOS B B B D HCM 95th-tile Q 1.4 0.8 2 9 HCM 2010 Signalized Intersection Summary Existing AM Peak 3: Temperance Avenue & Clinton Avenue 02/09/2018 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) 9 78 11 59 113 118 36 313 69 152 474 79 Future Volume (veh/h) 9 78 11 59 113 118 36 313 69 152 474 79 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 0.99 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 10 91 13 69 131 137 42 364 80 177 551 92 Adj No. of Lanes 110110111110 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 22 268 38 100 177 185 74 608 515 224 640 107 Arrive On Green 0.01 0.17 0.17 0.06 0.21 0.21 0.04 0.33 0.33 0.13 0.42 0.42 Sat Flow, veh/h 1757 1578 225 1757 827 865 1757 1845 1561 1757 1541 257 Grp Volume(v), veh/h 10 0 104 69 0 268 42 364 80 177 0 643 Grp Sat Flow(s),veh/h/ln 1757 0 1803 1757 0 1692 1757 1845 1561 1757 0 1799 Q Serve(g_s), s 0.3 0.0 3.1 2.3 0.0 8.9 1.4 9.9 2.2 5.9 0.0 19.6 Cycle Q Clear(g_c), s 0.3 0.0 3.1 2.3 0.0 8.9 1.4 9.9 2.2 5.9 0.0 19.6 Prop In Lane 1.00 0.13 1.00 0.51 1.00 1.00 1.00 0.14 Lane Grp Cap(c), veh/h 22 0 307 100 0 362 74 608 515 224 0 747 V/C Ratio(X) 0.45 0.00 0.34 0.69 0.00 0.74 0.57 0.60 0.16 0.79 0.00 0.86 Avail Cap(c_a), veh/h 146 0 1199 149 0 1128 149 825 698 409 0 1070 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 29.5 0.0 22.0 27.9 0.0 22.1 28.3 16.8 14.2 25.5 0.0 16.0 Incr Delay (d2), s/veh 13.2 0.0 0.6 8.2 0.0 3.0 6.8 0.9 0.1 6.1 0.0 5.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 1.6 1.4 0.0 4.5 0.8 5.2 1.0 3.2 0.0 10.7 LnGrp Delay(d),s/veh 42.7 0.0 22.6 36.1 0.0 25.1 35.1 17.8 14.4 31.6 0.0 21.1 LnGrp LOS D C D C D B B C C Approach Vol, veh/h 114 337 486 820 Approach Delay, s/veh 24.4 27.3 18.7 23.4 Approach LOS C C B C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.9 25.1 7.6 15.5 6.7 30.3 5.0 18.2 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 14 26.9 * 5.1 40.0 * 5.1 35.8 * 5 40.1 Max Q Clear Time (g_c+I1), s 7.9 11.9 4.3 5.1 3.4 21.6 2.3 10.9 Green Ext Time (p_c), s 0.2 1.9 0.0 0.5 0.0 3.4 0.0 1.5 Intersection Summary HCM 2010 Ctrl Delay 22.9 HCM 2010 LOS C Notes HCM 2010 AWSC Existing AM Peak 6: Fowler Avenue & Floradora Avenue 02/09/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 6 Intersection Intersection Delay, s/veh 12.5 Intersection LOS B Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 13 2 367 15 15 440 Future Vol, veh/h 13 2 367 15 15 440 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, %333333 Mvmt Flow 14 2 382 16 16 458 Number of Lanes 101001 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB WB Conflicting Lanes Right 1 1 0 HCM Control Delay 9.1 11.7 13.3 HCM LOS A B B Lane NBLn1 WBLn1 SBLn1 Vol Left, % 0% 87% 3% Vol Thru, % 96% 0% 97% Vol Right, % 4% 13% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 382 15 455 LT Vol 0 13 15 Through Vol 367 0 440 RT Vol 15 2 0 Lane Flow Rate 398 16 474 Geometry Grp 1 1 1 Degree of Util (X) 0.492 0.026 0.58 Departure Headway (Hd) 4.45 5.894 4.406 Convergence, Y/N Yes Yes Yes Cap 812 606 820 Service Time 2.468 3.945 2.424 HCM Lane V/C Ratio 0.49 0.026 0.578 HCM Control Delay 11.7 9.1 13.3 HCM Lane LOS B A B HCM 95th-tile Q 2.8 0.1 3.8 HCM 2010 AWSC Existing AM Peak 7: Fowler Avenue & Olive Avenue 02/09/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Intersection Intersection Delay, s/veh 68.5 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 17 38 23 461 110 0 15 346 82 3 441 5 Future Vol, veh/h 17 38 23 461 110 0 15 346 82 3 441 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, %333333333333 Mvmt Flow 18 39 24 475 113 0 15 357 85 3 455 5 Number of Lanes 110110010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2211 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1122 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1122 HCM Control Delay 14.2 93.8 54.7 59.4 HCM LOS B F F F Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 3% 100% 0% 100% 0% 1% Vol Thru, % 78% 0% 62% 0% 100% 98% Vol Right, % 19% 0% 38% 0% 0% 1% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 443 17 61 461 110 449 LT Vol 15 17 0 461 0 3 Through Vol 346 0 38 0 110 441 RT Vol 82 0 23 0 0 5 Lane Flow Rate 457 18 63 475 113 463 Geometry Grp 277772 Degree of Util (X) 0.933 0.049 0.161 1.13 0.253 0.954 Departure Headway (Hd) 7.764 10.505 9.699 8.557 8.038 7.831 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 470 343 372 423 447 468 Service Time 5.764 8.205 7.399 6.317 5.797 5.831 HCM Lane V/C Ratio 0.972 0.052 0.169 1.123 0.253 0.989 HCM Control Delay 54.7 13.7 14.3 112.9 13.5 59.4 HCM Lane LOS F B B F B F HCM 95th-tile Q 10.9 0.2 0.6 17.1 1 11.6 HCM 2010 Signalized Intersection Summary Existing PM Peak 1: Fowler Avenue & Clinton Avenue 02/09/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 113 171 69 13 49 15 25 428 22 37 358 57 Future Volume (veh/h) 113 171 69 13 49 15 25 428 22 37 358 57 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 120 182 73 14 52 16 27 455 23 39 381 61 Adj No. of Lanes 110111111111 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %333333333333 Cap, veh/h 153 261 104 31 255 217 56 581 494 75 601 511 Arrive On Green 0.09 0.21 0.21 0.02 0.14 0.14 0.03 0.31 0.31 0.04 0.33 0.33 Sat Flow, veh/h 1757 1253 503 1757 1845 1568 1757 1845 1568 1757 1845 1568 Grp Volume(v), veh/h 120 0 255 14 52 16 27 455 23 39 381 61 Grp Sat Flow(s),veh/h/ln 1757 0 1756 1757 1845 1568 1757 1845 1568 1757 1845 1568 Q Serve(g_s), s 3.1 0.0 6.1 0.4 1.1 0.4 0.7 10.2 0.5 1.0 8.0 1.2 Cycle Q Clear(g_c), s 3.1 0.0 6.1 0.4 1.1 0.4 0.7 10.2 0.5 1.0 8.0 1.2 Prop In Lane 1.00 0.29 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 153 0 365 31 255 217 56 581 494 75 601 511 V/C Ratio(X) 0.78 0.00 0.70 0.45 0.20 0.07 0.48 0.78 0.05 0.52 0.63 0.12 Avail Cap(c_a), veh/h 266 0 1383 193 1376 1169 193 1015 863 193 1015 863 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 20.4 0.0 16.7 22.2 17.4 17.1 21.7 14.2 10.9 21.4 13.1 10.8 Incr Delay (d2), s/veh 8.4 0.0 2.4 9.7 0.4 0.1 6.4 2.4 0.0 5.5 1.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 3.2 0.3 0.6 0.2 0.4 5.6 0.2 0.6 4.2 0.6 LnGrp Delay(d),s/veh 28.8 0.0 19.2 31.8 17.8 17.2 28.1 16.6 10.9 26.8 14.2 10.9 LnGrp LOS C B C B B C B B C B B Approach Vol, veh/h 375 82 505 481 Approach Delay, s/veh 22.2 20.1 16.9 14.8 Approach LOS C C B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.1 19.7 5.0 14.8 5.6 20.2 8.2 11.6 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 5 25.1 * 5 35.9 * 5 25.1 * 6.9 34.0 Max Q Clear Time (g_c+I1), s 3.0 12.2 2.4 8.1 2.7 10.0 5.1 3.1 Green Ext Time (p_c), s 0.0 2.1 0.0 1.4 0.0 2.0 0.0 0.2 Intersection Summary HCM 2010 Ctrl Delay 17.8 HCM 2010 LOS B Notes HCM 2010 AWSC Existing PM Peak 2: Armstrong Avenue & Clinton Avenue 02/09/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Intersection Intersection Delay, s/veh 10.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 64 98 13 6 30 7 10 307 13 12 128 14 Future Vol, veh/h 64 98 13 6 30 7 10 307 13 12 128 14 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333333333 Mvmt Flow 70 107 14 7 33 8 11 334 14 13 139 15 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 10.4 9 12.1 9.6 HCM LOS BABA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 3% 37% 14% 8% Vol Thru, % 93% 56% 70% 83% Vol Right, % 4% 7% 16% 9% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 330 175 43 154 LT Vol 10 64 6 12 Through Vol 307 98 30 128 RT Vol 13 13 7 14 Lane Flow Rate 359 190 47 167 Geometry Grp 1111 Degree of Util (X) 0.475 0.279 0.072 0.231 Departure Headway (Hd) 4.768 5.288 5.537 4.975 Convergence, Y/N Yes Yes Yes Yes Cap 750 671 651 713 Service Time 2.84 3.378 3.537 3.064 HCM Lane V/C Ratio 0.479 0.283 0.072 0.234 HCM Control Delay 12.1 10.4 9 9.6 HCM Lane LOS BBAA HCM 95th-tile Q 2.6 1.1 0.2 0.9 HCM 2010 Signalized Intersection Summary Existing PM Peak 3: Temperance Avenue & Clinton Avenue 02/09/2018 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) 55 35 32 17 9 23 19 496 44 25 294 12 Future Volume (veh/h) 55 35 32 17 9 23 19 496 44 25 294 12 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 56 35 32 17 9 23 19 501 44 25 297 12 Adj No. of Lanes 110110111110 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %333333333333 Cap, veh/h 101 112 102 38 41 106 42 652 555 53 634 26 Arrive On Green 0.06 0.13 0.13 0.02 0.09 0.09 0.02 0.35 0.35 0.03 0.36 0.36 Sat Flow, veh/h 1757 889 813 1757 460 1177 1757 1845 1568 1757 1761 71 Grp Volume(v), veh/h 56 0 67 17 0 32 19 501 44 25 0 309 Grp Sat Flow(s),veh/h/ln 1757 0 1701 1757 0 1637 1757 1845 1568 1757 0 1832 Q Serve(g_s), s 1.3 0.0 1.5 0.4 0.0 0.7 0.4 9.8 0.8 0.6 0.0 5.3 Cycle Q Clear(g_c), s 1.3 0.0 1.5 0.4 0.0 0.7 0.4 9.8 0.8 0.6 0.0 5.3 Prop In Lane 1.00 0.48 1.00 0.72 1.00 1.00 1.00 0.04 Lane Grp Cap(c), veh/h 101 0 215 38 0 147 42 652 555 53 0 660 V/C Ratio(X) 0.55 0.00 0.31 0.45 0.00 0.22 0.46 0.77 0.08 0.47 0.00 0.47 Avail Cap(c_a), veh/h 217 0 1678 217 0 1614 217 1183 1005 217 0 1174 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 18.6 0.0 16.1 19.6 0.0 17.1 19.5 11.6 8.7 19.3 0.0 10.0 Incr Delay (d2), s/veh 4.6 0.0 0.8 8.2 0.0 0.7 7.6 1.9 0.1 6.3 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 0.7 0.3 0.0 0.4 0.3 5.2 0.3 0.4 0.0 2.8 LnGrp Delay(d),s/veh 23.2 0.0 16.9 27.8 0.0 17.9 27.1 13.6 8.8 25.7 0.0 10.5 LnGrp LOS C B C B C B A C B Approach Vol, veh/h 123 49 564 334 Approach Delay, s/veh 19.8 21.3 13.6 11.6 Approach LOS B C B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.4 19.6 5.1 10.4 5.2 19.9 6.5 8.9 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 5 26.0 * 5 40.0 * 5 26.0 * 5 40.0 Max Q Clear Time (g_c+I1), s 2.6 11.8 2.4 3.5 2.4 7.3 3.3 2.7 Green Ext Time (p_c), s 0.0 2.6 0.0 0.3 0.0 1.5 0.0 0.1 Intersection Summary HCM 2010 Ctrl Delay 14.1 HCM 2010 LOS B Notes HCM 2010 AWSC Existing PM Peak 6: Fowler Avenue & Floradora Avenue 02/09/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 6 Intersection Intersection Delay, s/veh 15.3 Intersection LOS C Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 9 10 461 8 3 498 Future Vol, veh/h 9 10 461 8 3 498 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, %333333 Mvmt Flow 9 11 485 8 3 524 Number of Lanes 101001 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB WB Conflicting Lanes Right 1 1 0 HCM Control Delay 9.2 14.8 16 HCM LOS A B C Lane NBLn1 WBLn1 SBLn1 Vol Left, % 0% 47% 1% Vol Thru, % 98% 0% 99% Vol Right, % 2% 53% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 469 19 501 LT Vol 0 9 3 Through Vol 461 0 498 RT Vol 8 10 0 Lane Flow Rate 494 20 527 Geometry Grp 1 1 1 Degree of Util (X) 0.622 0.033 0.662 Departure Headway (Hd) 4.539 5.881 4.518 Convergence, Y/N Yes Yes Yes Cap 795 605 802 Service Time 2.566 3.953 2.544 HCM Lane V/C Ratio 0.621 0.033 0.657 HCM Control Delay 14.8 9.2 16 HCM Lane LOS B A C HCM 95th-tile Q 4.4 0.1 5.1 HCM 2010 AWSC Existing PM Peak 7: Fowler Avenue & Olive Avenue 02/09/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Intersection Intersection Delay, s/veh 82.4 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 24 62 31 201 47 7 6 435 157 3 470 13 Future Vol, veh/h 24 62 31 201 47 7 6 435 157 3 470 13 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 Heavy Vehicles, %333333333333 Mvmt Flow 26 68 34 221 52 8 7 478 173 3 516 14 Number of Lanes 110110010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2211 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1122 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1122 HCM Control Delay 14.4 19.9 134.5 67.4 HCM LOS B C F F Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 1% 100% 0% 100% 0% 1% Vol Thru, % 73% 0% 67% 0% 87% 97% Vol Right, % 26% 0% 33% 0% 13% 3% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 598 24 93 201 54 486 LT Vol 6 24 0 201 0 3 Through Vol 435 0 62 0 47 470 RT Vol 157 0 31 0 7 13 Lane Flow Rate 657 26 102 221 59 534 Geometry Grp 277772 Degree of Util (X) 1.212 0.069 0.246 0.538 0.135 1 Departure Headway (Hd) 6.641 9.778 9.045 9.084 8.493 7.265 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 545 368 400 400 425 502 Service Time 4.711 7.478 6.745 6.784 6.193 5.265 HCM Lane V/C Ratio 1.206 0.071 0.255 0.552 0.139 1.064 HCM Control Delay 134.5 13.2 14.7 21.9 12.5 67.4 HCM Lane LOS F B B C B F HCM 95th-tile Q 24.3 0.2 1 3.1 0.5 13.6 HCM 2010 Signalized Intersection Summary Existing AM Peak 7: Fowler Avenue & Olive Avenue 02/13/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 17 38 23 461 110 0 15 346 82 3 441 5 Future Volume (veh/h) 17 38 23 461 110 0 15 346 82 3 441 5 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 18 39 24 475 113 0 15 357 85 3 455 5 Adj No. of Lanes 110110110110 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333333333 Cap, veh/h 38 85 52 535 668 0 32 440 105 7 530 6 Arrive On Green 0.02 0.08 0.08 0.30 0.36 0.00 0.02 0.31 0.31 0.00 0.29 0.29 Sat Flow, veh/h 1757 1070 658 1757 1845 0 1757 1441 343 1757 1821 20 Grp Volume(v), veh/h 18 0 63 475 113 0 15 0 442 3 0 460 Grp Sat Flow(s),veh/h/ln 1757 0 1728 1757 1845 0 1757 0 1784 1757 0 1841 Q Serve(g_s), s 0.6 0.0 2.1 15.6 2.5 0.0 0.5 0.0 13.9 0.1 0.0 14.3 Cycle Q Clear(g_c), s 0.6 0.0 2.1 15.6 2.5 0.0 0.5 0.0 13.9 0.1 0.0 14.3 Prop In Lane 1.00 0.38 1.00 0.00 1.00 0.19 1.00 0.01 Lane Grp Cap(c), veh/h 38 0 137 535 668 0 32 0 545 7 0 536 V/C Ratio(X) 0.48 0.00 0.46 0.89 0.17 0.00 0.46 0.00 0.81 0.42 0.00 0.86 Avail Cap(c_a), veh/h 145 0 569 689 1179 0 145 0 664 145 0 685 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 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.4 0.0 26.7 20.1 13.1 0.0 29.5 0.0 19.5 30.2 0.0 20.3 Incr Delay (d2), s/veh 9.0 0.0 2.4 11.1 0.1 0.0 10.0 0.0 6.3 34.8 0.0 8.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 1.1 9.2 1.3 0.0 0.3 0.0 7.7 0.1 0.0 8.6 LnGrp Delay(d),s/veh 38.3 0.0 29.1 31.3 13.3 0.0 39.5 0.0 25.7 65.0 0.0 29.0 LnGrp LOS D C C B D C E C Approach Vol, veh/h 81 588 457 463 Approach Delay, s/veh 31.2 27.8 26.2 29.2 Approach LOS CCCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 4.4 23.9 22.7 9.7 5.3 23.0 5.5 26.9 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 4.9 * 4.2 5.3 * 4.2 4.9 Max Green Setting (Gmax), s * 5 22.6 * 24 20.0 * 5 22.6 * 5 38.8 Max Q Clear Time (g_c+I1), s 2.1 15.9 17.6 4.1 2.5 16.3 2.6 4.5 Green Ext Time (p_c), s 0.0 1.4 0.9 0.2 0.0 1.4 0.0 0.6 Intersection Summary HCM 2010 Ctrl Delay 27.9 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary Existing PM Peak 7: Fowler Avenue & Olive Avenue 02/13/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 24 62 31 201 47 7 6 435 157 3 470 13 Future Volume (veh/h) 24 62 31 201 47 7 6 435 157 3 470 13 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 26 68 34 221 52 8 7 478 173 3 516 14 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 52 107 54 273 340 52 16 552 200 7 754 20 Arrive On Green 0.03 0.09 0.09 0.16 0.22 0.22 0.01 0.43 0.43 0.00 0.42 0.42 Sat Flow, veh/h 1757 1161 581 1757 1562 240 1757 1294 468 1757 1788 49 Grp Volume(v), veh/h 26 0 102 221 0 60 7 0 651 3 0 530 Grp Sat Flow(s),veh/h/ln 1757 0 1742 1757 0 1802 1757 0 1762 1757 0 1836 Q Serve(g_s), s 0.8 0.0 3.3 7.0 0.0 1.6 0.2 0.0 19.4 0.1 0.0 13.6 Cycle Q Clear(g_c), s 0.8 0.0 3.3 7.0 0.0 1.6 0.2 0.0 19.4 0.1 0.0 13.6 Prop In Lane 1.00 0.33 1.00 0.13 1.00 0.27 1.00 0.03 Lane Grp Cap(c), veh/h 52 0 161 273 0 393 16 0 752 7 0 774 V/C Ratio(X) 0.50 0.00 0.63 0.81 0.00 0.15 0.43 0.00 0.87 0.42 0.00 0.68 Avail Cap(c_a), veh/h 170 0 602 389 0 847 152 0 1023 152 0 1066 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 27.7 0.0 25.3 23.6 0.0 18.3 28.5 0.0 15.1 28.7 0.0 13.6 Incr Delay (d2), s/veh 7.3 0.0 4.1 8.3 0.0 0.2 17.2 0.0 6.0 34.7 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 1.7 4.0 0.0 0.8 0.2 0.0 10.7 0.1 0.0 7.0 LnGrp Delay(d),s/veh 35.0 0.0 29.4 31.9 0.0 18.5 45.8 0.0 21.1 63.5 0.0 14.7 LnGrp LOS C C C B D C E B Approach Vol, veh/h 128 281 658 533 Approach Delay, s/veh 30.5 29.1 21.3 15.0 Approach LOS C C C B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 4.4 30.0 13.2 10.2 4.7 29.7 5.9 17.5 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 4.9 * 4.2 5.3 * 4.2 4.9 Max Green Setting (Gmax), s * 5 33.6 * 13 20.0 * 5 33.6 * 5.6 27.2 Max Q Clear Time (g_c+I1), s 2.1 21.4 9.0 5.3 2.2 15.6 2.8 3.6 Green Ext Time (p_c), s 0.0 3.3 0.2 0.3 0.0 2.9 0.0 0.2 Intersection Summary HCM 2010 Ctrl Delay 21.3 HCM 2010 LOS C Notes Queuing and Blocking Report Existing AM Peak Mitigated 02/13/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Fowler Avenue & Clinton 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 86 99 177 176 96 213 100 49 184 113 Average Queue (ft) 23 37 26 69 25 43 82 18 14 98 33 95th Queue (ft) 52 78 64 129 79 83 162 74 39 176 72 Link Distance (ft) 2643 1265 1238 2590 2590 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 225 105 175 40 255 Storage Blk Time (%) 2 18 1 Queuing Penalty (veh) 1 17 2 Intersection: 2: Armstrong Avenue & Clinton Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 68 119 78 204 Average Queue (ft) 39 53 46 88 95th Queue (ft) 60 93 71 146 Link Distance (ft) 1261 2590 2510 2636 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Temperance Avenue & Clinton 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) 49 116 90 170 74 218 73 290 331 Average Queue (ft) 8 46 38 88 27 111 27 96 174 95th Queue (ft) 31 90 72 162 60 188 51 173 305 Link Distance (ft) 2590 1497 1254 1254 2649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 60 200 250 150 Storage Blk Time (%) 0 5 2 10 Queuing Penalty (veh) 0 0 9 15 Queuing and Blocking Report Existing AM Peak Mitigated 02/13/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 6: Fowler Avenue & Floradora Avenue Movement WB NB SB Directions Served LR TR LT Maximum Queue (ft) 27 120 171 Average Queue (ft) 8 70 90 95th Queue (ft) 28 102 147 Link Distance (ft) 1268 1286 1366 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 7: Fowler Avenue & Olive Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 73 121 299 385 53 258 31 297 Average Queue (ft) 19 36 164 60 14 115 5 143 95th Queue (ft) 50 82 264 203 43 202 22 246 Link Distance (ft) 2658 2582 2548 1286 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 185 200 250 250 Storage Blk Time (%) 6 0 2 Queuing Penalty (veh) 7 0 0 Zone Summary Zone wide Queuing Penalty: 51 Queuing and Blocking Report Existing PM Peak Mitigated 02/13/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Fowler Avenue & Clinton 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) 120 145 29 90 31 72 229 100 48 206 38 Average Queue (ft) 50 68 9 31 10 24 114 15 25 78 12 95th Queue (ft) 97 131 29 72 31 57 198 64 49 160 30 Link Distance (ft) 2641 1266 1238 2626 2626 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 225 105 175 40 255 Storage Blk Time (%) 0 0 21 0 Queuing Penalty (veh) 0 0 10 2 Intersection: 2: Armstrong Avenue & Clinton Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 113 49 77 64 Average Queue (ft) 46 25 50 39 95th Queue (ft) 74 47 72 59 Link Distance (ft) 1261 2590 2510 2636 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Temperance Avenue & Clinton 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) 78 70 21 43 53 360 74 53 174 Average Queue (ft) 29 26 8 10 20 114 14 20 64 95th Queue (ft) 62 55 24 30 47 257 46 47 135 Link Distance (ft) 2590 1497 1254 1254 2649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 60 200 250 150 Storage Blk Time (%) 3 0 1 1 Queuing Penalty (veh) 2 0 0 0 Queuing and Blocking Report Existing PM Peak Mitigated 02/13/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 6: Fowler Avenue & Floradora Avenue Movement WB NB SB Directions Served LR TR LT Maximum Queue (ft) 30 136 148 Average Queue (ft) 11 70 84 95th Queue (ft) 32 103 131 Link Distance (ft) 1274 1287 1366 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 7: Fowler Avenue & Olive Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 53 94 278 53 31 292 31 191 Average Queue (ft) 17 48 111 21 6 153 2 112 95th Queue (ft) 43 79 192 47 25 263 13 187 Link Distance (ft) 2658 2582 2548 1287 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 185 200 250 250 Storage Blk Time (%) 1 1 Queuing Penalty (veh) 0 0 Zone Summary Zone wide Queuing Penalty: 15 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 plus Project Traffic Conditions HCM 2010 Signalized Intersection Summary Existing + Project AM Peak 1: Fowler Avenue & Clinton Avenue 02/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 38 76 37 33 196 49 83 303 24 23 398 210 Future Volume (veh/h) 38 76 37 33 196 49 83 303 24 23 398 210 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 40 80 39 35 206 52 87 319 25 24 419 221 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 76 207 101 69 317 270 127 641 545 50 560 476 Arrive On Green 0.04 0.18 0.18 0.04 0.17 0.17 0.07 0.35 0.35 0.03 0.30 0.30 Sat Flow, veh/h 1757 1172 571 1757 1845 1568 1757 1845 1568 1757 1845 1568 Grp Volume(v), veh/h 40 0 119 35 206 52 87 319 25 24 419 221 Grp Sat Flow(s),veh/h/ln 1757 0 1744 1757 1845 1568 1757 1845 1568 1757 1845 1568 Q Serve(g_s), s 1.0 0.0 2.8 0.9 4.8 1.3 2.2 6.3 0.5 0.6 9.5 5.3 Cycle Q Clear(g_c), s 1.0 0.0 2.8 0.9 4.8 1.3 2.2 6.3 0.5 0.6 9.5 5.3 Prop In Lane 1.00 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 76 0 307 69 317 270 127 641 545 50 560 476 V/C Ratio(X) 0.52 0.00 0.39 0.51 0.65 0.19 0.68 0.50 0.05 0.48 0.75 0.46 Avail Cap(c_a), veh/h 189 0 1275 189 1348 1146 257 1051 893 208 999 849 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 21.8 0.0 16.9 21.9 18.0 16.5 21.0 12.0 10.1 22.2 14.6 13.1 Incr Delay (d2), s/veh 5.5 0.0 0.8 5.7 2.2 0.3 6.3 0.6 0.0 6.8 2.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 1.4 0.5 2.7 0.6 1.3 3.3 0.2 0.4 5.1 2.4 LnGrp Delay(d),s/veh 27.3 0.0 17.7 27.6 20.2 16.8 27.3 12.6 10.1 29.1 16.6 13.8 LnGrp LOS C B C C B C B B C B B Approach Vol, veh/h 159 293 431 664 Approach Delay, s/veh 20.1 20.5 15.4 16.1 Approach LOS C C B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.5 21.5 6.0 13.5 7.6 19.4 6.2 13.3 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 5.5 26.5 * 5 34.0 * 6.8 25.2 * 5 34.0 Max Q Clear Time (g_c+I1), s 2.6 8.3 2.9 4.8 4.2 11.5 3.0 6.8 Green Ext Time (p_c), s 0.0 1.6 0.0 0.6 0.0 2.6 0.0 1.2 Intersection Summary HCM 2010 Ctrl Delay 17.2 HCM 2010 LOS B Notes HCM 2010 AWSC Existing + Project AM Peak 2: Armstrong Avenue & Clinton Avenue 02/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Intersection Intersection Delay, s/veh22.1 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 37 56 19 57 135 33 16 153 10 42 423 49 Future Vol, veh/h 37 56 19 57 135 33 16 153 10 42 423 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 40 61 21 62 147 36 17 166 11 46 460 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 11.7 14.2 12.2 31.2 HCM LOS B B B D Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 9% 33% 25% 8% Vol Thru, % 85% 50% 60% 82% Vol Right, % 6% 17% 15% 10% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 179 112 225 514 LT Vol 16 37 57 42 Through Vol 153 56 135 423 RT Vol 10 19 33 49 Lane Flow Rate 195 122 245 559 Geometry Grp 1111 Degree of Util (X) 0.333 0.227 0.434 0.844 Departure Headway (Hd) 6.161 6.705 6.394 5.543 Convergence, Y/N Yes Yes Yes Yes Cap 584 537 567 659 Service Time 4.19 4.73 4.394 3.543 HCM Lane V/C Ratio 0.334 0.227 0.432 0.848 HCM Control Delay 12.2 11.7 14.2 31.2 HCM Lane LOS B B B D HCM 95th-tile Q 1.5 0.9 2.2 9.3 HCM 2010 Signalized Intersection Summary Existing + Project AM Peak 3: Temperance Avenue & Clinton Avenue 02/13/2018 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) 9 78 12 59 115 118 37 313 69 152 474 80 Future Volume (veh/h) 9 78 12 59 115 118 37 313 69 152 474 80 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 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 10 91 14 69 134 137 43 364 80 177 551 93 Adj No. of Lanes 1 10110111110 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, % 3 33333333333 Cap, veh/h 22 268 41 100 180 184 75 610 516 224 639 108 Arrive On Green 0.01 0.17 0.17 0.06 0.22 0.22 0.04 0.33 0.33 0.13 0.42 0.42 Sat Flow, veh/h 1757 1561 240 1757 837 856 1757 1845 1561 1757 1538 260 Grp Volume(v), veh/h 10 0 105 69 0 271 43 364 80 177 0 644 Grp Sat Flow(s),veh/h/ln1757 0 1801 1757 0 1694 1757 1845 1561 1757 0 1798 Q Serve(g_s), s 0.3 0.0 3.1 2.3 0.0 9.1 1.5 10.0 2.2 5.9 0.0 19.8 Cycle Q Clear(g_c), s 0.3 0.0 3.1 2.3 0.0 9.1 1.5 10.0 2.2 5.9 0.0 19.8 Prop In Lane 1.00 0.13 1.00 0.51 1.00 1.00 1.00 0.14 Lane Grp Cap(c), veh/h 22 0 309 100 0 365 75 610 516 224 0 747 V/C Ratio(X) 0.45 0.00 0.34 0.69 0.00 0.74 0.58 0.60 0.16 0.79 0.00 0.86 Avail Cap(c_a), veh/h 145 0 1189 148 0 1121 148 816 691 409 0 1063 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/veh29.7 0.0 22.1 28.0 0.0 22.2 28.5 16.9 14.3 25.6 0.0 16.1 Incr Delay (d2), s/veh 13.2 0.0 0.6 8.3 0.0 3.0 6.8 0.9 0.1 6.1 0.0 5.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 0.0 1.6 1.4 0.0 4.5 0.8 5.2 1.0 3.2 0.0 10.8 LnGrp Delay(d),s/veh 42.9 0.0 22.7 36.4 0.0 25.2 35.3 17.9 14.4 31.8 0.0 21.4 LnGrp LOS D C D C D B B C C Approach Vol, veh/h 115 340 487 821 Approach Delay, s/veh 24.5 27.5 18.8 23.6 Approach LOS C C B C Timer 1 2345678 Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s11.9 25.3 7.6 15.7 6.8 30.5 5.0 18.4 Change Period (Y+Rc), s* 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s* 14 26.8 * 5.1 40.0 * 5.1 35.8 * 5 40.1 Max Q Clear Time (g_c+I1), s7.9 12.0 4.3 5.1 3.5 21.8 2.3 11.1 Green Ext Time (p_c), s 0.2 1.9 0.0 0.5 0.0 3.4 0.0 1.5 Intersection Summary HCM 2010 Ctrl Delay 23.1 HCM 2010 LOS C Notes HCM 2010 TWSC Existing + Project AM Peak 4: Fowler Avenue & Kerry Avenue 02/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 6 Intersection Int Delay, s/veh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 51 20 373 15 7 457 Future Vol, veh/h 51 20 373 15 7 457 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 55 22 405 16 8 497 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 926 413 0 0 421 0 Stage 1 413 ----- Stage 2 513 ----- 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 297 637 - - 1133 - Stage 1 666 ----- Stage 2 599 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 294 637 - - 1133 - Mov Cap-2 Maneuver 294 ----- Stage 1 659 ----- Stage 2 599 ----- Approach WB NB SB HCM Control Delay, s 18.3 0 0.1 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 347 1133 - HCM Lane V/C Ratio - - 0.222 0.007 - HCM Control Delay (s) - - 18.3 8.2 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 0.8 0 - HCM 2010 AWSC Existing + Project AM Peak 6: Fowler Avenue & Floradora Avenue 02/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Intersection Intersection Delay, s/veh 13.8 Intersection LOS B Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 13 2 382 15 15 491 Future Vol, veh/h 13 2 382 15 15 491 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, %333333 Mvmt Flow 14 2 398 16 16 511 Number of Lanes 101001 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB WB Conflicting Lanes Right 1 1 0 HCM Control Delay 9.3 12.3 15.2 HCM LOS A B C Lane NBLn1 WBLn1 SBLn1 Vol Left, % 0% 87% 3% Vol Thru, % 96% 0% 97% Vol Right, % 4% 13% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 397 15 506 LT Vol 0 13 15 Through Vol 382 0 491 RT Vol 15 2 0 Lane Flow Rate 414 16 527 Geometry Grp 1 1 1 Degree of Util (X) 0.518 0.026 0.648 Departure Headway (Hd) 4.506 6.037 4.426 Convergence, Y/N Yes Yes Yes Cap 802 591 817 Service Time 2.526 4.095 2.445 HCM Lane V/C Ratio 0.516 0.027 0.645 HCM Control Delay 12.3 9.3 15.2 HCM Lane LOS B A C HCM 95th-tile Q 3 0.1 4.9 HCM 2010 AWSC Existing + Project AM Peak 7: Fowler Avenue & Olive Avenue 02/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Intersection Intersection Delay, s/veh81.1 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 38 23 461 110 1 15 358 82 3 471 26 Future Vol, veh/h 19 38 23 461 110 1 15 358 82 3 471 26 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, % 3 33333333333 Mvmt Flow 20 39 24 475 113 1 15 369 85 3 486 27 Number of Lanes 1 10110010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 14.6 96 62.8 91.5 HCM LOS B F F F Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, % 3% 100% 0% 100% 0% 1% Vol Thru, % 79% 0% 62% 0% 99% 94% Vol Right, % 18% 0% 38% 0% 1% 5% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 455 19 61 461 111 500 LT Vol 15 19 0 461 0 3 Through Vol 358 0 38 0 110 471 RT Vol 82 0 23 0 1 26 Lane Flow Rate 469 20 63 475 114 515 Geometry Grp 277772 Degree of Util (X) 0.966 0.055 0.164 1.135 0.256 1.074 Departure Headway (Hd) 7.99510.85610.048 8.864 8.336 7.889 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 455 332 359 413 434 464 Service Time 5.995 8.556 7.748 6.564 6.036 5.889 HCM Lane V/C Ratio 1.031 0.06 0.175 1.15 0.263 1.11 HCM Control Delay 62.8 14.2 14.7 115.8 13.9 91.5 HCM Lane LOS F B B F B F HCM 95th-tile Q 11.9 0.2 0.6 17 1 15.8 HCM 2010 Signalized Intersection Summary Existing + Project PM Peak 1: Fowler Avenue & Clinton Avenue 02/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 113 198 81 14 56 34 27 439 24 53 368 57 Future Volume (veh/h) 113 198 81 14 56 34 27 439 24 53 368 57 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 120 211 86 15 60 36 29 467 26 56 391 61 Adj No. of Lanes 110111111111 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %333333333333 Cap, veh/h 153 286 117 33 297 253 58 581 493 95 619 526 Arrive On Green 0.09 0.23 0.23 0.02 0.16 0.16 0.03 0.31 0.31 0.05 0.34 0.34 Sat Flow, veh/h 1757 1247 508 1757 1845 1568 1757 1845 1568 1757 1845 1568 Grp Volume(v), veh/h 120 0 297 15 60 36 29 467 26 56 391 61 Grp Sat Flow(s),veh/h/ln 1757 0 1755 1757 1845 1568 1757 1845 1568 1757 1845 1568 Q Serve(g_s), s 3.3 0.0 7.8 0.4 1.4 1.0 0.8 11.5 0.6 1.5 8.9 1.3 Cycle Q Clear(g_c), s 3.3 0.0 7.8 0.4 1.4 1.0 0.8 11.5 0.6 1.5 8.9 1.3 Prop In Lane 1.00 0.29 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 153 0 403 33 297 253 58 581 493 95 619 526 V/C Ratio(X) 0.78 0.00 0.74 0.45 0.20 0.14 0.50 0.80 0.05 0.59 0.63 0.12 Avail Cap(c_a), veh/h 244 0 1269 177 1263 1073 177 932 792 177 932 792 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 22.2 0.0 17.7 24.1 18.1 17.9 23.6 15.6 11.9 22.9 13.9 11.4 Incr Delay (d2), s/veh 8.4 0.0 2.6 9.4 0.3 0.3 6.4 2.7 0.0 5.7 1.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 4.0 0.3 0.7 0.4 0.5 6.3 0.3 0.9 4.6 0.6 LnGrp Delay(d),s/veh 30.6 0.0 20.4 33.5 18.4 18.1 30.0 18.3 11.9 28.6 15.0 11.5 LnGrp LOS C C C B B C B B C B B Approach Vol, veh/h 417 111 522 508 Approach Delay, s/veh 23.3 20.4 18.6 16.1 Approach LOS C C B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.9 20.9 5.1 16.7 5.8 22.0 8.5 13.3 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 5 25.1 * 5 35.9 * 5 25.1 * 6.9 34.0 Max Q Clear Time (g_c+I1), s 3.5 13.5 2.4 9.8 2.8 10.9 5.3 3.4 Green Ext Time (p_c), s 0.0 2.1 0.0 1.6 0.0 2.0 0.0 0.4 Intersection Summary HCM 2010 Ctrl Delay 19.2 HCM 2010 LOS B Notes HCM 2010 AWSC Existing + Project PM Peak 2: Armstrong Avenue & Clinton Avenue 02/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Intersection Intersection Delay, s/veh11.1 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 67 104 14 6 35 7 10 307 13 12 128 18 Future Vol, veh/h 67 104 14 6 35 7 10 307 13 12 128 18 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 73 113 15 7 38 8 11 334 14 13 139 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 10.7 9.1 12.3 9.7 HCM LOS B A B A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 3% 36% 12% 8% Vol Thru, % 93% 56% 73% 81% Vol Right, % 4% 8% 15% 11% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 330 185 48 158 LT Vol 10 67 6 12 Through Vol 307 104 35 128 RT Vol 13 14 7 18 Lane Flow Rate 359 201 52 172 Geometry Grp 1111 Degree of Util (X) 0.48 0.297 0.081 0.239 Departure Headway (Hd) 4.822 5.313 5.592 5.016 Convergence, Y/N Yes Yes Yes Yes Cap 739 668 644 708 Service Time 2.902 3.411 3.592 3.112 HCM Lane V/C Ratio 0.486 0.301 0.081 0.243 HCM Control Delay 12.3 10.7 9.1 9.7 HCM Lane LOS BBAA HCM 95th-tile Q 2.6 1.2 0.3 0.9 HCM 2010 Signalized Intersection Summary Existing + Project PM Peak 3: Temperance Avenue & Clinton Avenue 02/13/2018 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) 56 38 34 17 11 23 20 496 44 25 294 14 Future Volume (veh/h) 56 38 34 17 11 23 20 496 44 25 294 14 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 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 57 38 34 17 11 23 20 501 44 25 297 14 Adj No. of Lanes 1 10110111110 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 102 116 104 38 49 103 44 651 554 53 627 30 Arrive On Green 0.06 0.13 0.13 0.02 0.09 0.09 0.02 0.35 0.35 0.03 0.36 0.36 Sat Flow, veh/h 1757 899 804 1757 533 1115 1757 1845 1568 1757 1748 82 Grp Volume(v), veh/h 57 0 72 17 0 34 20 501 44 25 0 311 Grp Sat Flow(s),veh/h/ln1757 0 1703 1757 0 1648 1757 1845 1568 1757 0 1830 Q Serve(g_s), s 1.3 0.0 1.6 0.4 0.0 0.8 0.5 9.8 0.8 0.6 0.0 5.4 Cycle Q Clear(g_c), s 1.3 0.0 1.6 0.4 0.0 0.8 0.5 9.8 0.8 0.6 0.0 5.4 Prop In Lane 1.00 0.47 1.00 0.68 1.00 1.00 1.00 0.05 Lane Grp Cap(c), veh/h 102 0 220 38 0 152 44 651 554 53 0 656 V/C Ratio(X) 0.56 0.00 0.33 0.45 0.00 0.22 0.46 0.77 0.08 0.47 0.00 0.47 Avail Cap(c_a), veh/h 215 0 1671 215 0 1617 215 1176 1000 215 0 1167 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/veh18.7 0.0 16.1 19.7 0.0 17.2 19.6 11.7 8.8 19.4 0.0 10.1 Incr Delay (d2), s/veh 4.6 0.0 0.9 8.2 0.0 0.7 7.3 2.0 0.1 6.3 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/ln0.7 0.0 0.8 0.3 0.0 0.4 0.3 5.2 0.3 0.4 0.0 2.8 LnGrp Delay(d),s/veh 23.3 0.0 17.0 27.9 0.0 17.9 26.9 13.7 8.8 25.8 0.0 10.6 LnGrp LOS C B C B C B A C B Approach Vol, veh/h 129 51 565 336 Approach Delay, s/veh 19.8 21.2 13.8 11.8 Approach LOS B C B B Timer 1 2345678 Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.4 19.7 5.1 10.6 5.2 19.9 6.6 9.1 Change Period (Y+Rc), s* 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s* 5 26.0 * 5 40.0 * 5 26.0 * 5 40.0 Max Q Clear Time (g_c+I1), s2.6 11.8 2.4 3.6 2.5 7.4 3.3 2.8 Green Ext Time (p_c), s 0.0 2.6 0.0 0.3 0.0 1.5 0.0 0.1 Intersection Summary HCM 2010 Ctrl Delay 14.2 HCM 2010 LOS B Notes HCM 2010 TWSC Existing + Project PM Peak 4: Fowler Avenue & Kerry Avenue 02/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 6 Intersection Int Delay, s/veh 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 28 15 472 57 23 476 Future Vol, veh/h 28 15 472 57 23 476 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 30 16 513 62 25 517 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1111 544 0 0 575 0 Stage 1 544 ----- Stage 2 567 ----- 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 230 537 - - 993 - Stage 1 580 ----- Stage 2 566 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 222 537 - - 993 - Mov Cap-2 Maneuver 222 ----- Stage 1 560 ----- Stage 2 566 ----- Approach WB NB SB HCM Control Delay, s 20.5 0 0.4 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 279 993 - HCM Lane V/C Ratio - - 0.168 0.025 - HCM Control Delay (s) - - 20.5 8.7 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 0.6 0.1 - HCM 2010 AWSC Existing + Project PM Peak 6: Fowler Avenue & Floradora Avenue 02/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Intersection Intersection Delay, s/veh 17.7 Intersection LOS C Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 9 10 518 8 3 526 Future Vol, veh/h 9 10 518 8 3 526 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, %333333 Mvmt Flow 9 11 545 8 3 554 Number of Lanes 101001 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB WB Conflicting Lanes Right 1 1 0 HCM Control Delay 9.4 17.8 18 HCM LOS A C C Lane NBLn1 WBLn1 SBLn1 Vol Left, % 0% 47% 1% Vol Thru, % 98% 0% 99% Vol Right, % 2% 53% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 526 19 529 LT Vol 0 9 3 Through Vol 518 0 526 RT Vol 8 10 0 Lane Flow Rate 554 20 557 Geometry Grp 1 1 1 Degree of Util (X) 0.704 0.034 0.709 Departure Headway (Hd) 4.577 6.062 4.583 Convergence, Y/N Yes Yes Yes Cap 792 586 791 Service Time 2.61 4.145 2.616 HCM Lane V/C Ratio 0.699 0.034 0.704 HCM Control Delay 17.8 9.4 18 HCM Lane LOS C A C HCM 95th-tile Q 5.9 0.1 6 HCM 2010 AWSC Existing + Project PM Peak 7: Fowler Avenue & Olive Avenue 02/13/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Intersection Intersection Delay, s/veh107.3 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 50 62 31 201 47 7 6 466 157 3 490 21 Future Vol, veh/h 50 62 31 201 47 7 6 466 157 3 490 21 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 Heavy Vehicles, % 3 33333333333 Mvmt Flow 55 68 34 221 52 8 7 512 173 3 538 23 Number of Lanes 1 10110010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 15.2 21.3 173.8 94.1 HCM LOS C C F F Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, % 1% 100% 0% 100% 0% 1% Vol Thru, % 74% 0% 67% 0% 87% 95% Vol Right, % 25% 0% 33% 0% 13% 4% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 629 50 93 201 54 514 LT Vol 6 50 0 201 0 3 Through Vol 466 0 62 0 47 490 RT Vol 157 0 31 0 7 21 Lane Flow Rate 691 55 102 221 59 565 Geometry Grp 277772 Degree of Util (X) 1.307 0.143 0.246 0.544 0.136 1.087 Departure Headway (Hd) 7.11310.382 9.608 9.737 9.116 7.568 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 518 348 376 373 396 486 Service Time 5.113 8.082 7.308 7.437 6.816 5.568 HCM Lane V/C Ratio 1.334 0.158 0.271 0.592 0.149 1.163 HCM Control Delay 173.8 14.8 15.4 23.5 13.2 94.1 HCM Lane LOS F B C C B F HCM 95th-tile Q 28.2 0.5 1 3.1 0.5 16.7 HCM 2010 Signalized Intersection Summary Existing + Project AM Peak 7: Fowler Avenue & Olive Avenue 02/13/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 19 38 23 461 110 1 15 358 82 3 471 26 Future Volume (veh/h) 19 38 23 461 110 1 15 358 82 3 471 26 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 39 24 475 113 1 15 369 85 3 486 27 Adj No. of Lanes 110110110110 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333333333 Cap, veh/h 41 79 48 534 646 6 32 491 113 7 561 31 Arrive On Green 0.02 0.07 0.07 0.30 0.35 0.35 0.02 0.34 0.34 0.00 0.32 0.32 Sat Flow, veh/h 1757 1070 658 1757 1826 16 1757 1451 334 1757 1731 96 Grp Volume(v), veh/h 20 0 63 475 0 114 15 0 454 3 0 513 Grp Sat Flow(s),veh/h/ln 1757 0 1728 1757 0 1842 1757 0 1786 1757 0 1828 Q Serve(g_s), s 0.7 0.0 2.3 17.1 0.0 2.8 0.6 0.0 15.0 0.1 0.0 17.5 Cycle Q Clear(g_c), s 0.7 0.0 2.3 17.1 0.0 2.8 0.6 0.0 15.0 0.1 0.0 17.5 Prop In Lane 1.00 0.38 1.00 0.01 1.00 0.19 1.00 0.05 Lane Grp Cap(c), veh/h 41 0 127 534 0 652 32 0 604 7 0 592 V/C Ratio(X) 0.49 0.00 0.50 0.89 0.00 0.17 0.47 0.00 0.75 0.42 0.00 0.87 Avail Cap(c_a), veh/h 146 0 521 736 0 1175 132 0 770 132 0 788 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 32.0 0.0 29.6 22.0 0.0 14.7 32.2 0.0 19.5 33.0 0.0 21.1 Incr Delay (d2), s/veh 8.8 0.0 3.0 10.0 0.0 0.1 10.3 0.0 3.1 35.0 0.0 7.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 1.2 9.7 0.0 1.4 0.4 0.0 7.8 0.1 0.0 10.1 LnGrp Delay(d),s/veh 40.8 0.0 32.5 32.0 0.0 14.9 42.5 0.0 22.6 68.0 0.0 28.9 LnGrp LOS D C C B D C E C Approach Vol, veh/h 83 589 469 516 Approach Delay, s/veh 34.5 28.7 23.2 29.2 Approach LOS CCCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 4.5 27.7 24.4 9.8 5.4 26.8 5.7 28.4 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 4.9 * 4.2 5.3 * 4.2 4.9 Max Green Setting (Gmax), s * 5 28.6 * 28 20.0 * 5 28.6 * 5.5 42.3 Max Q Clear Time (g_c+I1), s 2.1 17.0 19.1 4.3 2.6 19.5 2.7 4.8 Green Ext Time (p_c), s 0.0 2.0 1.1 0.2 0.0 2.0 0.0 0.6 Intersection Summary HCM 2010 Ctrl Delay 27.6 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary Existing + Project PM Peak 7: Fowler Avenue & Olive Avenue 02/13/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 62 31 201 47 7 6 466 157 3 490 21 Future Volume (veh/h) 50 62 31 201 47 7 6 466 157 3 490 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 55 68 34 221 52 8 7 512 173 3 538 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 88 108 54 270 307 47 16 582 197 7 766 33 Arrive On Green 0.05 0.09 0.09 0.15 0.20 0.20 0.01 0.44 0.44 0.00 0.44 0.44 Sat Flow, veh/h 1757 1161 581 1757 1562 240 1757 1320 446 1757 1756 75 Grp Volume(v), veh/h 55 0 102 221 0 60 7 0 685 3 0 561 Grp Sat Flow(s),veh/h/ln 1757 0 1742 1757 0 1802 1757 0 1766 1757 0 1831 Q Serve(g_s), s 1.9 0.0 3.4 7.3 0.0 1.7 0.2 0.0 21.4 0.1 0.0 15.0 Cycle Q Clear(g_c), s 1.9 0.0 3.4 7.3 0.0 1.7 0.2 0.0 21.4 0.1 0.0 15.0 Prop In Lane 1.00 0.33 1.00 0.13 1.00 0.25 1.00 0.04 Lane Grp Cap(c), veh/h 88 0 162 270 0 355 16 0 779 7 0 798 V/C Ratio(X) 0.63 0.00 0.63 0.82 0.00 0.17 0.43 0.00 0.88 0.42 0.00 0.70 Avail Cap(c_a), veh/h 207 0 577 358 0 752 146 0 998 146 0 1035 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 28.1 0.0 26.4 24.7 0.0 20.1 29.7 0.0 15.4 30.0 0.0 13.8 Incr Delay (d2), s/veh 7.2 0.0 4.0 10.6 0.0 0.2 17.3 0.0 7.5 34.8 0.0 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 1.8 4.4 0.0 0.9 0.2 0.0 11.9 0.1 0.0 7.8 LnGrp Delay(d),s/veh 35.3 0.0 30.4 35.3 0.0 20.4 47.1 0.0 22.9 64.8 0.0 15.3 LnGrp LOS D C D C D C E B Approach Vol, veh/h 157 281 692 564 Approach Delay, s/veh 32.1 32.1 23.2 15.6 Approach LOS C C C B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 4.4 31.9 13.5 10.5 4.8 31.6 7.2 16.8 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 4.9 * 4.2 5.3 * 4.2 4.9 Max Green Setting (Gmax), s * 5 34.1 * 12 20.0 * 5 34.1 * 7.1 25.2 Max Q Clear Time (g_c+I1), s 2.1 23.4 9.3 5.4 2.2 17.0 3.9 3.7 Green Ext Time (p_c), s 0.0 3.2 0.2 0.3 0.0 3.1 0.0 0.2 Intersection Summary HCM 2010 Ctrl Delay 23.0 HCM 2010 LOS C Notes Queuing and Blocking Report Existing + Project AM Peak Mitigated 02/13/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Fowler Avenue & Clinton 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) 47 90 74 138 31 96 223 100 66 206 144 Average Queue (ft) 23 32 30 77 16 45 85 24 17 97 44 95th Queue (ft) 45 67 72 123 38 91 162 70 41 173 94 Link Distance (ft) 2643 1265 1238 2590 2590 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 225 105 175 40 255 Storage Blk Time (%) 2 18 1 Queuing Penalty (veh) 1 19 3 Intersection: 2: Armstrong Avenue & Clinton Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 75 91 74 165 Average Queue (ft) 37 48 43 84 95th Queue (ft) 64 78 64 136 Link Distance (ft) 1261 2590 2510 2636 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Temperance Avenue & Clinton 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) 50 118 66 171 115 276 72 157 268 Average Queue (ft) 10 52 28 69 27 105 21 71 137 95th Queue (ft) 33 97 60 125 67 197 51 124 240 Link Distance (ft) 2590 1497 1254 1254 2649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 60 200 250 150 Storage Blk Time (%) 0 6 0 0 6 Queuing Penalty (veh) 0 1 0 1 9 Queuing and Blocking Report Existing + Project AM Peak Mitigated 02/13/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 4: Fowler Avenue & Kerry Avenue Movement WB SB Directions Served LR LT Maximum Queue (ft) 75 97 Average Queue (ft) 38 3 95th Queue (ft) 72 32 Link Distance (ft) 2460 1238 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Fowler Avenue & Floradora Avenue Movement WB NB SB Directions Served LR TR LT Maximum Queue (ft) 30 123 121 Average Queue (ft) 10 71 86 95th Queue (ft) 30 101 119 Link Distance (ft) 1268 1286 1366 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 7: Fowler Avenue & Olive Avenue Movement EB EB WB WB NB NB SB Directions Served L TR L TR L TR TR Maximum Queue (ft) 72 114 297 207 74 244 312 Average Queue (ft) 24 32 188 65 24 127 161 95th Queue (ft) 62 64 271 124 58 203 251 Link Distance (ft) 2658 2582 2548 1286 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 185 200 250 Storage Blk Time (%) 8 0 0 1 Queuing Penalty (veh) 8 0 0 0 Zone Summary Zone wide Queuing Penalty: 43 Queuing and Blocking Report Existing + Project PM Peak Mitigated 02/13/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Fowler Avenue & Clinton 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) 128 179 48 114 48 72 261 100 70 172 24 Average Queue (ft) 60 74 14 43 22 21 124 21 35 100 11 95th Queue (ft) 106 148 37 80 42 51 202 77 62 156 26 Link Distance (ft) 2641 1266 1238 2626 2626 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 225 105 175 40 255 Storage Blk Time (%) 1 0 30 1 Queuing Penalty (veh) 1 0 15 3 Intersection: 2: Armstrong Avenue & Clinton Avenue Movement EB WB NB SB Directions Served LTR LTR LTR LTR Maximum Queue (ft) 101 52 140 99 Average Queue (ft) 46 23 66 40 95th Queue (ft) 72 47 110 67 Link Distance (ft) 1261 2590 2510 2636 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: Temperance Avenue & Clinton 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) 72 70 25 63 31 170 62 74 170 Average Queue (ft) 30 28 8 20 10 92 9 22 61 95th Queue (ft) 60 58 25 46 33 155 33 57 129 Link Distance (ft) 2590 1497 1254 1254 2649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 60 200 250 150 Storage Blk Time (%) 1 0 0 Queuing Penalty (veh) 1 0 0 Queuing and Blocking Report Existing + Project PM Peak Mitigated 02/13/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 4: Fowler Avenue & Kerry Avenue Movement WB SB Directions Served LR LT Maximum Queue (ft) 55 76 Average Queue (ft) 25 10 95th Queue (ft) 49 45 Link Distance (ft) 2460 1238 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Fowler Avenue & Floradora Avenue Movement WB NB SB Directions Served LR TR LT Maximum Queue (ft) 27 177 128 Average Queue (ft) 12 83 85 95th Queue (ft) 33 145 124 Link Distance (ft) 1268 1286 1366 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 7: Fowler Avenue & Olive Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 75 92 179 112 31 320 27 229 Average Queue (ft) 30 44 90 33 6 144 2 108 95th Queue (ft) 60 82 148 75 25 253 13 184 Link Distance (ft) 2658 2582 2548 1286 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 185 200 250 250 Storage Blk Time (%) 1 Queuing Penalty (veh) 0 Zone Summary Zone wide Queuing Penalty: 21 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: Near Term plus Project Traffic Conditions HCM 2010 Signalized Intersection Summary Near Term + Project AM Peak 1: Fowler Avenue & Clinton Avenue 02/22/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 49 93 50 115 208 61 102 512 63 47 638 229 Future Volume (veh/h) 49 93 50 115 208 61 102 512 63 47 638 229 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 52 98 53 121 219 64 107 539 66 49 672 241 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 82 141 76 154 306 260 136 834 707 79 774 658 Arrive On Green 0.05 0.12 0.12 0.09 0.17 0.17 0.08 0.45 0.45 0.05 0.42 0.42 Sat Flow, veh/h 1757 1127 610 1757 1845 1568 1757 1845 1563 1757 1845 1568 Grp Volume(v), veh/h 52 0 151 121 219 64 107 539 66 49 672 241 Grp Sat Flow(s),veh/h/ln 1757 0 1737 1757 1845 1568 1757 1845 1563 1757 1845 1568 Q Serve(g_s), s 1.9 0.0 5.5 4.4 7.4 2.3 3.9 14.8 1.6 1.8 21.8 6.9 Cycle Q Clear(g_c), s 1.9 0.0 5.5 4.4 7.4 2.3 3.9 14.8 1.6 1.8 21.8 6.9 Prop In Lane 1.00 0.35 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 82 0 217 154 306 260 136 834 707 79 774 658 V/C Ratio(X) 0.63 0.00 0.70 0.79 0.72 0.25 0.78 0.65 0.09 0.62 0.87 0.37 Avail Cap(c_a), veh/h 140 0 876 193 987 839 174 1006 853 137 967 822 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 30.6 0.0 27.4 29.3 25.8 23.7 29.6 13.9 10.3 30.7 17.3 13.0 Incr Delay (d2), s/veh 7.8 0.0 4.0 15.5 3.1 0.5 16.2 1.1 0.1 7.6 7.1 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 1.1 0.0 2.8 2.8 4.0 1.0 2.5 7.7 0.7 1.0 12.5 3.0 LnGrp Delay(d),s/veh 38.5 0.0 31.4 44.7 29.0 24.2 45.9 14.9 10.3 38.3 24.5 13.4 LnGrp LOS D CDCCDBBDCB Approach Vol, veh/h 203 404 712 962 Approach Delay, s/veh 33.2 32.9 19.2 22.4 Approach LOS C C B C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.1 34.9 9.9 13.5 9.3 32.8 7.3 16.1 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 5.1 35.7 * 7.2 33.0 * 6.5 34.3 * 5.2 35.0 Max Q Clear Time (g_c+I1), s 3.8 16.8 6.4 7.5 5.9 23.8 3.9 9.4 Green Ext Time (p_c), s 0.0 3.2 0.0 0.7 0.0 3.7 0.0 1.3 Intersection Summary HCM 2010 Ctrl Delay 24.2 HCM 2010 LOS C Notes HCM 2010 AWSC Near Term + Project AM Peak 2: Armstrong Avenue & Clinton Avenue 02/22/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Intersection Intersection Delay, s/veh96.7 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 56 83 46 94 188 47 21 207 23 47 521 75 Future Vol, veh/h 56 83 46 94 188 47 21 207 23 47 521 75 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 61 90 50 102 204 51 23 225 25 51 566 82 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 18.5 30.5 21.3 182.4 HCM LOS C D C F Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 8% 30% 29% 7% Vol Thru, % 82% 45% 57% 81% Vol Right, % 9% 25% 14% 12% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 251 185 329 643 LT Vol 21 56 94 47 Through Vol 207 83 188 521 RT Vol 23 46 47 75 Lane Flow Rate 273 201 358 699 Geometry Grp 1111 Degree of Util (X) 0.566 0.439 0.733 1.33 Departure Headway (Hd) 8.186 8.802 8.165 6.85 Convergence, Y/N Yes Yes Yes Yes Cap 445 412 447 531 Service Time 6.186 6.802 6.165 4.906 HCM Lane V/C Ratio 0.613 0.488 0.801 1.316 HCM Control Delay 21.3 18.5 30.5 182.4 HCM Lane LOS C C D F HCM 95th-tile Q 3.4 2.2 5.9 30.1 HCM 2010 Signalized Intersection Summary Near Term + Project AM Peak 3: Temperance Avenue & Clinton Avenue 02/22/2018 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) 35 86 28 77 131 187 43 434 71 176 670 112 Future Volume (veh/h) 35 86 28 77 131 187 43 434 71 176 670 112 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 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 41 100 33 90 152 217 50 505 83 205 779 130 Adj No. of Lanes 1 10110111110 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, % 3 33333333333 Cap, veh/h 54 283 94 112 170 242 64 805 682 233 821 137 Arrive On Green 0.03 0.21 0.21 0.06 0.25 0.25 0.04 0.44 0.44 0.13 0.53 0.53 Sat Flow, veh/h 1757 1327 438 1757 688 983 1757 1845 1563 1757 1541 257 Grp Volume(v), veh/h 41 0 133 90 0 369 50 505 83 205 0 909 Grp Sat Flow(s),veh/h/ln1757 0 1765 1757 0 1671 1757 1845 1563 1757 0 1799 Q Serve(g_s), s 2.9 0.0 7.9 6.2 0.0 26.4 3.5 26.3 3.9 14.2 0.0 59.0 Cycle Q Clear(g_c), s 2.9 0.0 7.9 6.2 0.0 26.4 3.5 26.3 3.9 14.2 0.0 59.0 Prop In Lane 1.00 0.25 1.00 0.59 1.00 1.00 1.00 0.14 Lane Grp Cap(c), veh/h 54 0 377 112 0 412 64 805 682 233 0 958 V/C Ratio(X) 0.76 0.00 0.35 0.80 0.00 0.90 0.78 0.63 0.12 0.88 0.00 0.95 Avail Cap(c_a), veh/h 88 0 571 119 0 571 75 837 709 306 0 1052 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/veh59.5 0.0 41.3 57.1 0.0 45.0 59.1 27.0 20.7 52.6 0.0 27.3 Incr Delay (d2), s/veh 19.8 0.0 0.6 30.2 0.0 13.0 35.0 1.4 0.1 20.0 0.0 16.1 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/ln1.7 0.0 3.9 4.0 0.0 13.7 2.3 13.6 1.7 8.2 0.0 33.3 LnGrp Delay(d),s/veh 79.2 0.0 41.9 87.3 0.0 58.0 94.1 28.4 20.8 72.6 0.0 43.4 LnGrp LOS E D F E F C C E D Approach Vol, veh/h 174 459 638 1114 Approach Delay, s/veh 50.7 63.7 32.6 48.8 Approach LOS D E C D Timer 1 2345678 Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s20.6 59.2 12.1 31.7 8.7 71.1 8.0 35.8 Change Period (Y+Rc), s* 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s* 22 56.1 * 8.4 40.0 * 5.3 72.3 * 6.2 42.2 Max Q Clear Time (g_c+I1), s16.2 28.3 8.2 9.9 5.5 61.0 4.9 28.4 Green Ext Time (p_c), s 0.2 3.3 0.0 0.6 0.0 4.8 0.0 1.8 Intersection Summary HCM 2010 Ctrl Delay 47.5 HCM 2010 LOS D Notes HCM 2010 TWSC Near Term + Project AM Peak 4: Fowler Avenue & Kerry Avenue 02/22/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 6 Intersection Int Delay, s/veh 16.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 51 117 543 15 117 683 Future Vol, veh/h 51 117 543 15 117 683 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 3 33333 Mvmt Flow 59 136 631 17 136 794 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1706 640 0 0 648 0 Stage 1 640 ----- Stage 2 1066 ----- 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 100 474 - - 933 - Stage 1 523 ----- Stage 2 329 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 74 474 - - 933 - Mov Cap-2 Maneuver 74 ----- Stage 1 386 ----- Stage 2 329 ----- Approach WB NB SB HCM Control Delay, s 147.1 0 1.4 HCM LOS F Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 179 933 - HCM Lane V/C Ratio - - 1.091 0.146 - HCM Control Delay (s) - - 147.1 9.5 0 HCM Lane LOS - - F A A HCM 95th %tile Q(veh) - - 9.6 0.5 - HCM 2010 AWSC Near Term + Project AM Peak 6: Fowler Avenue & Floradora Avenue 02/22/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Intersection Intersection Delay, s/veh 78.2 Intersection LOS F Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 16 2 658 19 15 827 Future Vol, veh/h 16 2 658 19 15 827 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, %333333 Mvmt Flow 17 2 685 20 16 861 Number of Lanes 101001 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB WB Conflicting Lanes Right 1 1 0 HCM Control Delay 10.7 42.6 108.2 HCM LOS B E F Lane NBLn1 WBLn1 SBLn1 Vol Left, % 0% 89% 2% Vol Thru, % 97% 0% 98% Vol Right, % 3% 11% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 677 18 842 LT Vol 0 16 15 Through Vol 658 0 827 RT Vol 19 2 0 Lane Flow Rate 705 19 877 Geometry Grp 1 1 1 Degree of Util (X) 0.941 0.037 1.167 Departure Headway (Hd) 4.997 7.434 4.789 Convergence, Y/N Yes Yes Yes Cap 733 485 763 Service Time 2.997 5.434 2.826 HCM Lane V/C Ratio 0.962 0.039 1.149 HCM Control Delay 42.6 10.7 108.2 HCM Lane LOS E B F HCM 95th-tile Q 13.5 0.1 27.5 HCM 2010 AWSC Near Term + Project AM Peak 7: Fowler Avenue & Olive Avenue 02/22/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Intersection Intersection Delay, s/veh288.3 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 60 51 23 471 114 2 21 601 86 4 759 76 Future Vol, veh/h 60 51 23 471 114 2 21 601 86 4 759 76 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, % 3 33333333333 Mvmt Flow 62 53 24 486 118 2 22 620 89 4 782 78 Number of Lanes 1 10110010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 19.6 121.4 305.5 433.6 HCM LOS C F F F Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, % 3% 100% 0% 100% 0% 0% Vol Thru, % 85% 0% 69% 0% 98% 90% Vol Right, % 12% 0% 31% 0% 2% 9% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 708 60 74 471 116 839 LT Vol 21 60 0 471 0 4 Through Vol 601 0 51 0 114 759 RT Vol 86 0 23 0 2 76 Lane Flow Rate 730 62 76 486 120 865 Geometry Grp 277772 Degree of Util (X) 1.595 0.176 0.202 1.196 0.277 1.893 Departure Headway (Hd) 10.0614.08513.31211.13910.593 9.511 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 372 257 272 330 342 389 Service Time 8.0611.78511.012 8.839 8.293 7.511 HCM Lane V/C Ratio 1.962 0.241 0.279 1.473 0.351 2.224 HCM Control Delay 305.5 19.8 19.4 147 17.3 433.6 HCM Lane LOS F C C F C F HCM 95th-tile Q 33.1 0.6 0.7 16.6 1.1 47.9 HCM 2010 Signalized Intersection Summary Near Term + Project PM Peak 1: Fowler Avenue & Clinton Avenue 02/21/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 137 223 86 58 72 65 34 672 82 71 565 77 Future Volume (veh/h) 137 223 86 58 72 65 34 672 82 71 565 77 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 146 237 91 62 77 69 36 715 87 76 601 82 Adj No. of Lanes 110111111111 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %333333333333 Cap, veh/h 181 285 109 83 311 264 61 797 677 97 835 710 Arrive On Green 0.10 0.22 0.22 0.05 0.17 0.17 0.03 0.43 0.43 0.06 0.45 0.45 Sat Flow, veh/h 1757 1271 488 1757 1845 1568 1757 1845 1568 1757 1845 1568 Grp Volume(v), veh/h 146 0 328 62 77 69 36 715 87 76 601 82 Grp Sat Flow(s),veh/h/ln 1757 0 1759 1757 1845 1568 1757 1845 1568 1757 1845 1568 Q Serve(g_s), s 6.4 0.0 14.0 2.7 2.9 3.0 1.6 28.3 2.6 3.4 20.8 2.4 Cycle Q Clear(g_c), s 6.4 0.0 14.0 2.7 2.9 3.0 1.6 28.3 2.6 3.4 20.8 2.4 Prop In Lane 1.00 0.28 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 181 0 394 83 311 264 61 797 677 97 835 710 V/C Ratio(X) 0.81 0.00 0.83 0.75 0.25 0.26 0.59 0.90 0.13 0.78 0.72 0.12 Avail Cap(c_a), veh/h 217 0 764 212 797 677 112 980 833 123 991 843 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 34.5 0.0 29.1 37.0 28.4 28.5 37.4 20.7 13.4 36.7 17.5 12.4 Incr Delay (d2), s/veh 17.1 0.0 4.6 12.6 0.4 0.5 8.9 9.4 0.1 22.0 2.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 0.0 7.2 1.6 1.5 1.3 0.9 16.4 1.1 2.2 11.0 1.0 LnGrp Delay(d),s/veh 51.7 0.0 33.7 49.6 28.8 29.0 46.3 30.2 13.5 58.8 19.6 12.5 LnGrp LOS D CDCCDCBEBB Approach Vol, veh/h 474 208 838 759 Approach Delay, s/veh 39.2 35.1 29.1 22.7 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.5 39.3 7.9 22.9 6.9 40.9 12.3 18.6 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 5.5 41.8 * 9.5 34.2 * 5 42.3 * 9.7 34.0 Max Q Clear Time (g_c+I1), s 5.4 30.3 4.7 16.0 3.6 22.8 8.4 5.0 Green Ext Time (p_c), s 0.0 3.7 0.0 1.6 0.0 3.8 0.0 0.6 Intersection Summary HCM 2010 Ctrl Delay 29.6 HCM 2010 LOS C Notes HCM 2010 AWSC Near Term + Project PM Peak 2: Armstrong Avenue & Clinton Avenue 02/21/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Intersection Intersection Delay, s/veh22.9 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 92 150 24 28 68 16 37 384 46 25 201 38 Future Vol, veh/h 92 150 24 28 68 16 37 384 46 25 201 38 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 100 163 26 30 74 17 40 417 50 27 218 41 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 17.3 12.5 32.6 15.8 HCM LOS C B D C Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 8% 35% 25% 9% Vol Thru, % 82% 56% 61% 76% Vol Right, % 10% 9% 14% 14% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 467 266 112 264 LT Vol 37 92 28 25 Through Vol 384 150 68 201 RT Vol 46 24 16 38 Lane Flow Rate 508 289 122 287 Geometry Grp 1111 Degree of Util (X) 0.839 0.537 0.242 0.506 Departure Headway (Hd) 5.95 6.689 7.157 6.345 Convergence, Y/N Yes Yes Yes Yes Cap 609 538 499 565 Service Time 4.001 4.753 5.24 4.409 HCM Lane V/C Ratio 0.834 0.537 0.244 0.508 HCM Control Delay 32.6 17.3 12.5 15.8 HCM Lane LOS D C B C HCM 95th-tile Q 9 3.2 0.9 2.8 HCM 2010 Signalized Intersection Summary Near Term + Project PM Peak 3: Temperance Avenue & Clinton Avenue 02/21/2018 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) 90 53 46 24 22 69 50 627 64 102 399 44 Future Volume (veh/h) 90 53 46 24 22 69 50 627 64 102 399 44 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 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 91 54 46 24 22 70 51 633 65 103 403 44 Adj No. of Lanes 1 10110111110 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 121 126 107 49 37 119 87 757 643 132 712 78 Arrive On Green 0.07 0.14 0.14 0.03 0.10 0.10 0.05 0.41 0.41 0.07 0.44 0.44 Sat Flow, veh/h 1757 921 785 1757 389 1237 1757 1845 1568 1757 1635 178 Grp Volume(v), veh/h 91 0 100 24 0 92 51 633 65 103 0 447 Grp Sat Flow(s),veh/h/ln1757 0 1706 1757 0 1626 1757 1845 1568 1757 0 1813 Q Serve(g_s), s 2.8 0.0 2.9 0.7 0.0 2.9 1.5 16.7 1.4 3.1 0.0 10.0 Cycle Q Clear(g_c), s 2.8 0.0 2.9 0.7 0.0 2.9 1.5 16.7 1.4 3.1 0.0 10.0 Prop In Lane 1.00 0.46 1.00 0.76 1.00 1.00 1.00 0.10 Lane Grp Cap(c), veh/h 121 0 233 49 0 156 87 757 643 132 0 790 V/C Ratio(X) 0.75 0.00 0.43 0.49 0.00 0.59 0.59 0.84 0.10 0.78 0.00 0.57 Avail Cap(c_a), veh/h 191 0 1264 185 0 1199 175 1139 968 214 0 1159 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/veh24.8 0.0 21.5 26.0 0.0 23.5 25.2 14.4 9.8 24.7 0.0 11.5 Incr Delay (d2), s/veh 9.1 0.0 1.2 7.3 0.0 3.5 6.2 3.5 0.1 9.7 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.6 0.0 1.4 0.5 0.0 1.5 0.9 9.2 0.6 1.9 0.0 5.1 LnGrp Delay(d),s/veh 33.9 0.0 22.7 33.3 0.0 27.0 31.4 17.9 9.9 34.4 0.0 12.1 LnGrp LOS C C C C C B A C B Approach Vol, veh/h 191 116 749 550 Approach Delay, s/veh 28.0 28.3 18.1 16.3 Approach LOS C C B B Timer 1 2345678 Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s8.3 27.6 5.7 12.7 6.9 28.9 7.9 10.5 Change Period (Y+Rc), s* 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s* 6.6 33.5 * 5.7 40.2 * 5.4 34.7 * 5.9 40.0 Max Q Clear Time (g_c+I1), s5.1 18.7 2.7 4.9 3.5 12.0 4.8 4.9 Green Ext Time (p_c), s 0.0 3.6 0.0 0.5 0.0 2.5 0.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 19.4 HCM 2010 LOS B Notes HCM 2010 TWSC Near Term + Project PM Peak 4: Fowler Avenue & Kerry Avenue 02/21/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 6 Intersection Int Delay, s/veh 2.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 28 41 745 57 48 701 Future Vol, veh/h 28 41 745 57 48 701 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 30 45 810 62 52 762 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1707 841 0 0 872 0 Stage 1 841 ----- Stage 2 866 ----- 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 100 363 - - 769 - Stage 1 421 ----- Stage 2 410 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 88 363 - - 769 - Mov Cap-2 Maneuver 88 ----- Stage 1 372 ----- Stage 2 410 ----- Approach WB NB SB HCM Control Delay, s 45.9 0 0.6 HCM LOS E Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 160 769 - HCM Lane V/C Ratio - - 0.469 0.068 - HCM Control Delay (s) - - 45.9 10 0 HCM Lane LOS - - E B A HCM 95th %tile Q(veh) - - 2.2 0.2 - HCM 2010 AWSC Near Term + Project PM Peak 6: Fowler Avenue & Floradora Avenue 02/21/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Intersection Intersection Delay, s/veh 101.4 Intersection LOS F Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 17 10 816 16 3 782 Future Vol, veh/h 17 10 816 16 3 782 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, %333333 Mvmt Flow 18 11 859 17 3 823 Number of Lanes 101001 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB WB Conflicting Lanes Right 1 1 0 HCM Control Delay 10.9 114.1 91 HCM LOS B F F Lane NBLn1 WBLn1 SBLn1 Vol Left, % 0% 63% 0% Vol Thru, % 98% 0% 100% Vol Right, % 2% 37% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 832 27 785 LT Vol 0 17 3 Through Vol 816 0 782 RT Vol 16 10 0 Lane Flow Rate 876 28 826 Geometry Grp 1 1 1 Degree of Util (X) 1.18 0.055 1.116 Departure Headway (Hd) 5.003 7.437 5.071 Convergence, Y/N Yes Yes Yes Cap 736 485 719 Service Time 3.003 5.437 3.071 HCM Lane V/C Ratio 1.19 0.058 1.149 HCM Control Delay 114.1 10.9 91 HCM Lane LOS F B F HCM 95th-tile Q 27.7 0.2 23.1 HCM 2010 AWSC Near Term + Project PM Peak 7: Fowler Avenue & Olive Avenue 02/21/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Intersection Intersection Delay, s/veh362.6 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 97 77 31 212 59 7 15 736 178 3 727 58 Future Vol, veh/h 97 77 31 212 59 7 15 736 178 3 727 58 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 Heavy Vehicles, % 3 33333333333 Mvmt Flow 107 85 34 233 65 8 16 809 196 3 799 64 Number of Lanes 1 10110010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 20.1 27.8 517.9 386.8 HCM LOS C D F F Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, % 2% 100% 0% 100% 0% 0% Vol Thru, % 79% 0% 71% 0% 89% 92% Vol Right, % 19% 0% 29% 0% 11% 7% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 929 97 108 212 66 788 LT Vol 15 97 0 212 0 3 Through Vol 736 0 77 0 59 727 RT Vol 178 0 31 0 7 58 Lane Flow Rate 1021 107 119 233 73 866 Geometry Grp 277772 Degree of Util (X) 2.088 0.282 0.291 0.594 0.173 1.787 Departure Headway (Hd) 8.8412.87412.12112.16811.552 9.416 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 419 281 299 298 313 398 Service Time 6.8410.574 9.821 9.868 9.252 7.416 HCM Lane V/C Ratio 2.437 0.381 0.398 0.782 0.233 2.176 HCM Control Delay 517.9 20.6 19.7 31.2 16.7 386.8 HCM Lane LOS F CCDCF HCM 95th-tile Q 60.6 1.1 1.2 3.5 0.6 43.5 HCM 2010 Signalized Intersection Summary Near Term + Project AM Peak 2: Armstrong Avenue & Clinton Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 56 83 46 94 188 47 21 207 23 47 521 75 Future Volume (veh/h) 56 83 46 94 188 47 21 207 23 47 521 75 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 61 90 50 102 204 51 23 225 25 51 566 82 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 94 183 101 130 262 66 47 639 71 84 651 94 Arrive On Green 0.05 0.16 0.16 0.07 0.18 0.18 0.03 0.39 0.39 0.05 0.41 0.41 Sat Flow, veh/h 1757 1116 620 1757 1425 356 1757 1631 181 1757 1576 228 Grp Volume(v), veh/h 61 0 140 102 0 255 23 0 250 51 0 648 Grp Sat Flow(s),veh/h/ln 1757 0 1735 1757 0 1782 1757 0 1813 1757 0 1804 Q Serve(g_s), s 2.0 0.0 4.3 3.4 0.0 8.0 0.8 0.0 5.7 1.7 0.0 19.4 Cycle Q Clear(g_c), s 2.0 0.0 4.3 3.4 0.0 8.0 0.8 0.0 5.7 1.7 0.0 19.4 Prop In Lane 1.00 0.36 1.00 0.20 1.00 0.10 1.00 0.13 Lane Grp Cap(c), veh/h 94 0 284 130 0 328 47 0 710 84 0 745 V/C Ratio(X) 0.65 0.00 0.49 0.78 0.00 0.78 0.49 0.00 0.35 0.60 0.00 0.87 Avail Cap(c_a), veh/h 152 0 530 179 0 572 149 0 935 197 0 980 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 27.3 0.0 22.4 26.8 0.0 22.9 28.3 0.0 12.6 27.5 0.0 15.8 Incr Delay (d2), s/veh 7.3 0.0 1.3 14.3 0.0 4.0 7.8 0.0 0.3 6.8 0.0 6.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 2.2 2.1 0.0 4.3 0.5 0.0 2.9 1.0 0.0 10.9 LnGrp Delay(d),s/veh 34.6 0.0 23.7 41.1 0.0 26.9 36.1 0.0 12.9 34.3 0.0 22.6 LnGrp LOS C C D C D B C C Approach Vol, veh/h 201 357 273 699 Approach Delay, s/veh 27.0 30.9 14.9 23.4 Approach LOS C C B C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.0 28.4 8.6 14.9 5.8 29.6 7.4 16.1 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 6.6 30.4 * 6 18.0 * 5 32.0 * 5.1 18.9 Max Q Clear Time (g_c+I1), s 3.7 7.7 5.4 6.3 2.8 21.4 4.0 10.0 Green Ext Time (p_c), s 0.0 1.2 0.0 0.4 0.0 3.0 0.0 0.8 Intersection Summary HCM 2010 Ctrl Delay 24.1 HCM 2010 LOS C Notes HCM 2010 TWSC Near Term + Project AM Peak 4: Fowler Avenue & Kerry Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Intersection Int Delay, s/veh 2.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 168 543 15 117 734 Future Vol, veh/h 0 168 543 15 117 734 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - 250 - 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 0 195 631 17 136 853 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 640 0 0 648 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.23 - - 4.13 - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.327 - - 2.227 - Pot Cap-1 Maneuver 0 474 - - 933 - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver - 474 - - 933 - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 17.8 0 1.3 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 474 933 - HCM Lane V/C Ratio - - 0.412 0.146 - HCM Control Delay (s) - - 17.8 9.5 - HCM Lane LOS - - C A - HCM 95th %tile Q(veh) - - 2 0.5 - HCM 2010 AWSC Near Term + Project AM Peak 6: Fowler Avenue & Floradora Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 4 Intersection Intersection Delay, s/veh 20.6 Intersection LOS C Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 16 2 658 19 15 827 Future Vol, veh/h 16 2 658 19 15 827 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, %333333 Mvmt Flow 17 2 685 20 16 861 Number of Lanes 112012 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 3 2 Conflicting Approach Left NB WB Conflicting Lanes Left 2 0 2 Conflicting Approach Right SB WB Conflicting Lanes Right 3 2 0 HCM Control Delay 11.8 23.5 18.4 HCM LOS B C C Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3 Vol Left, % 0% 0% 100% 0% 100% 0% 0% Vol Thru, % 100% 92% 0% 0% 0% 100% 100% Vol Right, % 0% 8% 0% 100% 0% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 439 238 16 2 15 414 414 LT Vol 0 0 16 0 15 0 0 Through Vol 439 219 0 0 0 414 414 RT Vol 01902000 Lane Flow Rate 457 248 17 2 16 431 431 Geometry Grp 8888888 Degree of Util (X) 0.795 0.428 0.041 0.004 0.029 0.744 0.534 Departure Headway (Hd) 6.265 6.209 8.827 7.602 6.724 6.221 4.459 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 580 581 405 469 532 581 805 Service Time 3.995 3.94 6.596 5.37 4.465 3.961 2.199 HCM Lane V/C Ratio 0.788 0.427 0.042 0.004 0.03 0.742 0.535 HCM Control Delay 29 13.5 12 10.4 9.7 24.9 12.2 HCM Lane LOS D BBBACB HCM 95th-tile Q 7.6 2.1 0.1 0 0.1 6.5 3.2 HCM 2010 Signalized Intersection Summary Near Term + Project AM Peak 7: Fowler Avenue & Olive Avenue 02/26/2018 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) 60 51 23 471 114 2 21 601 86 4 759 76 Future Volume (veh/h) 60 51 23 471 114 2 21 601 86 4 759 76 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 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 53 24 486 118 2 22 620 89 4 782 78 Adj No. of Lanes 1 10110120120 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 92 93 42 541 603 10 44 976 140 9 957 95 Arrive On Green 0.05 0.08 0.08 0.31 0.33 0.33 0.03 0.32 0.32 0.01 0.30 0.30 Sat Flow, veh/h 1757 1204 545 1757 1809 31 1757 3078 441 1757 3219 321 Grp Volume(v), veh/h 62 0 77 486 0 120 22 352 357 4 426 434 Grp Sat Flow(s),veh/h/ln1757 0 1748 1757 0 1839 1757 1752 1767 1757 1752 1788 Q Serve(g_s), s 2.2 0.0 2.7 16.9 0.0 3.0 0.8 11.0 11.0 0.1 14.4 14.4 Cycle Q Clear(g_c), s 2.2 0.0 2.7 16.9 0.0 3.0 0.8 11.0 11.0 0.1 14.4 14.4 Prop In Lane 1.00 0.31 1.00 0.02 1.00 0.25 1.00 0.18 Lane Grp Cap(c), veh/h 92 0 136 541 0 613 44 556 560 9 521 531 V/C Ratio(X) 0.68 0.00 0.57 0.90 0.00 0.20 0.49 0.63 0.64 0.42 0.82 0.82 Avail Cap(c_a), veh/h 243 0 549 656 0 1010 138 621 627 138 621 634 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/veh29.7 0.0 28.4 21.1 0.0 15.2 30.7 18.6 18.6 31.6 20.8 20.8 Incr Delay (d2), s/veh 8.3 0.0 3.7 13.5 0.0 0.2 8.3 1.8 1.8 27.5 7.2 7.1 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/ln1.3 0.0 1.4 10.1 0.0 1.5 0.5 5.6 5.6 0.1 7.9 8.0 LnGrp Delay(d),s/veh 38.0 0.0 32.0 34.6 0.0 15.3 38.9 20.4 20.4 59.1 28.0 27.9 LnGrp LOS D C C B D C C E C C Approach Vol, veh/h 139 606 731 864 Approach Delay, s/veh 34.7 30.7 21.0 28.1 Approach LOS CCCC Timer 1 2345678 Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s4.5 25.5 23.8 9.8 5.8 24.2 7.5 26.1 Change Period (Y+Rc), s* 4.2 5.3 * 4.2 4.9 * 4.2 5.3 * 4.2 4.9 Max Green Setting (Gmax), s* 5 22.6 * 24 20.0 * 5 22.6 * 8.8 35.0 Max Q Clear Time (g_c+I1), s2.1 13.0 18.9 4.7 2.8 16.4 4.2 5.0 Green Ext Time (p_c), s 0.0 2.8 0.8 0.2 0.0 2.6 0.0 0.6 Intersection Summary HCM 2010 Ctrl Delay 26.9 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary Near Term + Project PM Peak 2: Armstrong Avenue & Clinton Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 92 150 24 28 68 16 37 384 46 25 201 38 Future Volume (veh/h) 92 150 24 28 68 16 37 384 46 25 201 38 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 100 163 26 30 74 17 40 417 50 27 218 41 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 143 250 40 62 166 38 78 527 63 56 474 89 Arrive On Green 0.08 0.16 0.16 0.04 0.11 0.11 0.04 0.33 0.33 0.03 0.31 0.31 Sat Flow, veh/h 1757 1553 248 1757 1452 334 1757 1617 194 1757 1510 284 Grp Volume(v), veh/h 100 0 189 30 0 91 40 0 467 27 0 259 Grp Sat Flow(s),veh/h/ln 1757 0 1801 1757 0 1786 1757 0 1810 1757 0 1795 Q Serve(g_s), s 2.4 0.0 4.2 0.7 0.0 2.0 0.9 0.0 10.0 0.6 0.0 4.9 Cycle Q Clear(g_c), s 2.4 0.0 4.2 0.7 0.0 2.0 0.9 0.0 10.0 0.6 0.0 4.9 Prop In Lane 1.00 0.14 1.00 0.19 1.00 0.11 1.00 0.16 Lane Grp Cap(c), veh/h 143 0 289 62 0 204 78 0 590 56 0 563 V/C Ratio(X) 0.70 0.00 0.65 0.49 0.00 0.45 0.51 0.00 0.79 0.48 0.00 0.46 Avail Cap(c_a), veh/h 239 0 778 223 0 755 239 0 943 206 0 901 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 19.1 0.0 16.8 20.2 0.0 17.6 19.9 0.0 13.0 20.3 0.0 11.7 Incr Delay (d2), s/veh 6.0 0.0 2.5 5.8 0.0 1.5 5.2 0.0 2.4 6.2 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.0 2.2 0.4 0.0 1.1 0.6 0.0 5.3 0.4 0.0 2.5 LnGrp Delay(d),s/veh 25.1 0.0 19.3 26.0 0.0 19.1 25.1 0.0 15.5 26.4 0.0 12.3 LnGrp LOS C B C B C B C B Approach Vol, veh/h 289 121 507 286 Approach Delay, s/veh 21.3 20.8 16.2 13.6 Approach LOS C C B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.6 19.2 5.7 12.1 6.1 18.7 7.7 10.2 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 5 22.2 * 5.4 18.4 * 5.8 21.4 * 5.8 18.0 Max Q Clear Time (g_c+I1), s 2.6 12.0 2.7 6.2 2.9 6.9 4.4 4.0 Green Ext Time (p_c), s 0.0 1.9 0.0 0.7 0.0 1.1 0.0 0.3 Intersection Summary HCM 2010 Ctrl Delay 17.3 HCM 2010 LOS B Notes HCM 2010 TWSC Near Term + Project PM Peak 4: Fowler Avenue & Kerry Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Intersection Int Delay, s/veh 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 69 745 57 48 729 Future Vol, veh/h 0 69 745 57 48 729 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - 250 - 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 0 75 810 62 52 792 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 841 0 0 872 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.23 - - 4.13 - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.327 - - 2.227 - Pot Cap-1 Maneuver 0 363 - - 769 - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver - 363 - - 769 - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 17.5 0 0.6 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 363 769 - HCM Lane V/C Ratio - - 0.207 0.068 - HCM Control Delay (s) - - 17.5 10 - HCM Lane LOS - - C B - HCM 95th %tile Q(veh) - - 0.8 0.2 - HCM 2010 AWSC Near Term + Project PM Peak 6: Fowler Avenue & Floradora Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 4 Intersection Intersection Delay, s/veh 33.6 Intersection LOS D Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 17 10 816 16 3 782 Future Vol, veh/h 17 10 816 16 3 782 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, %333333 Mvmt Flow 18 11 859 17 3 823 Number of Lanes 112012 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 3 2 Conflicting Approach Left NB WB Conflicting Lanes Left 2 0 2 Conflicting Approach Right SB WB Conflicting Lanes Right 3 2 0 HCM Control Delay 11.8 47 20.1 HCM LOS B E C Lane NBLn1 NBLn2 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3 Vol Left, % 0% 0% 100% 0% 100% 0% 0% Vol Thru, % 100% 94% 0% 0% 0% 100% 100% Vol Right, % 0% 6% 0% 100% 0% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 544 288 17 10 3 391 391 LT Vol 00170300 Through Vol 544 272 0 0 0 391 391 RT Vol 0 16 0 10 0 0 0 Lane Flow Rate 573 303 18 11 3 412 412 Geometry Grp 8888888 Degree of Util (X) 1.004 0.528 0.045 0.023 0.006 0.753 0.551 Departure Headway (Hd) 6.314 6.275 9.151 7.922 7.091 6.587 4.822 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 573 576 390 450 504 547 745 Service Time 4.053 4.014 6.938 5.708 4.845 4.341 2.576 HCM Lane V/C Ratio 1 0.526 0.046 0.024 0.006 0.753 0.553 HCM Control Delay 63.5 15.9 12.4 10.9 9.9 26.8 13.4 HCM Lane LOS F C B B A D B HCM 95th-tile Q 14.7 3.1 0.1 0.1 0 6.6 3.4 HCM 2010 Signalized Intersection Summary Near Term + Project PM Peak 7: Fowler Avenue & Olive Avenue 02/26/2018 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) 97 77 31 212 59 7 15 736 178 3 727 58 Future Volume (veh/h) 97 77 31 212 59 7 15 736 178 3 727 58 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 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 107 85 34 233 65 8 16 809 196 3 799 64 Adj No. of Lanes 1 10110120120 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, % 3 33333333333 Cap, veh/h 138 137 55 288 314 39 35 1033 250 7 1161 93 Arrive On Green 0.08 0.11 0.11 0.16 0.19 0.19 0.02 0.37 0.37 0.00 0.35 0.35 Sat Flow, veh/h 1757 1254 502 1757 1611 198 1757 2799 678 1757 3287 263 Grp Volume(v), veh/h 107 0 119 233 0 73 16 506 499 3 426 437 Grp Sat Flow(s),veh/h/ln1757 0 1756 1757 0 1810 1757 1752 1725 1757 1752 1798 Q Serve(g_s), s 3.1 0.0 3.4 6.7 0.0 1.8 0.5 13.5 13.5 0.1 10.9 10.9 Cycle Q Clear(g_c), s 3.1 0.0 3.4 6.7 0.0 1.8 0.5 13.5 13.5 0.1 10.9 10.9 Prop In Lane 1.00 0.29 1.00 0.11 1.00 0.39 1.00 0.15 Lane Grp Cap(c), veh/h 138 0 192 288 0 352 35 647 637 7 619 635 V/C Ratio(X) 0.77 0.00 0.62 0.81 0.00 0.21 0.46 0.78 0.78 0.42 0.69 0.69 Avail Cap(c_a), veh/h 351 0 667 401 0 739 167 813 800 167 813 834 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/veh23.8 0.0 22.4 21.2 0.0 17.8 25.5 14.7 14.7 26.1 14.5 14.5 Incr Delay (d2), s/veh 8.8 0.0 3.2 8.3 0.0 0.3 9.2 4.0 4.0 34.6 1.6 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.9 0.0 1.8 3.9 0.0 0.9 0.3 7.2 7.1 0.1 5.5 5.6 LnGrp Delay(d),s/veh 32.6 0.0 25.6 29.5 0.0 18.1 34.7 18.7 18.8 60.7 16.1 16.1 LnGrp LOS C C C B C BBEBB Approach Vol, veh/h 226 306 1021 866 Approach Delay, s/veh 28.9 26.8 19.0 16.3 Approach LOS C C B B Timer 1 2345678 Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s4.4 24.7 12.8 10.7 5.2 23.9 8.3 15.1 Change Period (Y+Rc), s* 4.2 5.3 * 4.2 4.9 * 4.2 5.3 * 4.2 4.9 Max Green Setting (Gmax), s* 5 24.4 * 12 20.0 * 5 24.4 * 11 21.5 Max Q Clear Time (g_c+I1), s2.1 15.5 8.7 5.4 2.5 12.9 5.1 3.8 Green Ext Time (p_c), s 0.0 3.9 0.2 0.4 0.0 3.8 0.1 0.2 Intersection Summary HCM 2010 Ctrl Delay 19.9 HCM 2010 LOS B Notes Queuing and Blocking Report Near Term + Project AM Peak Mitigated 02/26/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Fowler Avenue & Clinton Avenue Movement EB EB WB WB WB NB NB NB SB SB SB Directions Served L TR L T R UL T R L T R Maximum Queue (ft) 88 169 194 206 180 264 473 100 359 909 732 Average Queue (ft) 34 75 98 112 35 137 188 24 63 422 83 95th Queue (ft) 74 137 167 182 102 214 320 87 228 771 324 Link Distance (ft) 2643 1265 1232 2590 2590 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 225 105 175 40 255 Storage Blk Time (%) 2 11 5 34 0 31 Queuing Penalty (veh) 1 19 27 73 3 14 Intersection: 2: Armstrong Avenue & Clinton Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 74 119 96 140 75 143 75 264 Average Queue (ft) 40 57 53 77 17 62 35 155 95th Queue (ft) 77 104 90 124 49 119 71 247 Link Distance (ft) 1255 2584 2504 2630 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 3: Temperance Avenue & Clinton 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) 120 138 133 233 97 268 65 290 1095 Average Queue (ft) 34 78 49 149 38 197 27 195 431 95th Queue (ft) 85 131 102 236 83 276 53 332 795 Link Distance (ft) 2584 1497 1254 1254 2649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 60 200 250 150 Storage Blk Time (%) 2 23 3 2 17 30 Queuing Penalty (veh) 3 8 2 1 133 54 Queuing and Blocking Report Near Term + Project AM Peak Mitigated 02/26/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 4: Fowler Avenue & Kerry Avenue Movement WB SB Directions Served R L Maximum Queue (ft) 116 76 Average Queue (ft) 54 27 95th Queue (ft) 82 55 Link Distance (ft) 2454 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Fowler Avenue & Floradora Avenue Movement WB NB NB SB SB SB Directions Served L T TR L T T Maximum Queue (ft) 26 154 130 31 95 104 Average Queue (ft) 8 100 59 9 62 66 95th Queue (ft) 27 139 108 32 85 91 Link Distance (ft) 1285 1285 621 621 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 7: Fowler Avenue & Olive Avenue Movement EB EB WB WB NB NB NB SB SB SB Directions Served L TR L TR L T TR L T TR Maximum Queue (ft) 94 74 299 647 48 175 161 29 239 256 Average Queue (ft) 33 44 191 88 12 116 91 3 133 151 95th Queue (ft) 71 74 286 310 37 173 141 16 221 229 Link Distance (ft) 2646 2570 2548 2548 1285 1285 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 185 200 250 250 Storage Blk Time (%) 10 0 0 Queuing Penalty (veh) 11 0 0 Zone Summary Zone wide Queuing Penalty: 349 Queuing and Blocking Report Near Term + Project PM Peak Mitigated 02/26/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Fowler Avenue & Clinton Avenue Movement EB EB WB WB WB NB NB NB SB SB SB Directions Served L TR L T R UL T R L T R Maximum Queue (ft) 223 336 128 154 70 265 617 100 136 285 62 Average Queue (ft) 87 137 52 53 32 119 352 32 50 188 19 95th Queue (ft) 155 250 98 109 50 273 562 96 106 299 41 Link Distance (ft) 2641 1266 1232 2626 2626 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 225 105 175 40 255 Storage Blk Time (%) 3 10 3 0 48 2 1 Queuing Penalty (veh) 10 14 3 4 69 12 1 Intersection: 2: Armstrong Avenue & Clinton Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 95 215 91 87 70 257 53 158 Average Queue (ft) 45 71 16 48 32 115 25 60 95th Queue (ft) 81 142 51 87 62 208 50 121 Link Distance (ft) 1255 2584 2504 2630 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 3: Temperance Avenue & Clinton 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) 119 162 124 98 349 706 50 147 204 Average Queue (ft) 68 55 18 37 71 260 20 73 125 95th Queue (ft) 121 116 64 82 228 486 45 126 214 Link Distance (ft) 2584 1497 1254 1254 2649 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 60 200 250 150 Storage Blk Time (%) 21 7 13 0 5 Queuing Penalty (veh) 21 6 7 1 5 Queuing and Blocking Report Near Term + Project PM Peak Mitigated 02/26/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 4: Fowler Avenue & Kerry Avenue Movement WB SB Directions Served R L Maximum Queue (ft) 55 72 Average Queue (ft) 34 22 95th Queue (ft) 56 53 Link Distance (ft) 2454 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 6: Fowler Avenue & Floradora Avenue Movement WB WB NB NB SB SB SB Directions Served L R T TR L T T Maximum Queue (ft) 30 31 246 161 27 127 104 Average Queue (ft) 12 9 118 83 1 64 67 95th Queue (ft) 34 30 180 146 9 96 94 Link Distance (ft) 1256 1285 1285 620 620 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 7: Fowler Avenue & Olive Avenue Movement EB EB WB WB NB NB NB SB SB SB Directions Served L TR L TR L T TR L T TR Maximum Queue (ft) 195 118 209 53 52 162 232 31 177 179 Average Queue (ft) 62 48 88 31 14 101 101 4 90 105 95th Queue (ft) 118 84 147 56 41 142 167 19 148 165 Link Distance (ft) 2646 2570 2548 2548 1285 1285 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 185 200 250 250 Storage Blk Time (%) 0 1 Queuing Penalty (veh) 0 0 Zone Summary Zone wide Queuing Penalty: 153 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: Cumulative Year 2035 No Project Traffic Conditions HCM 2010 Signalized Intersection Summary 2035 No Project AM Peak 1: Fowler Avenue & Clinton Avenue 02/22/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 49 86 48 358 193 73 91 586 199 42 638 229 Future Volume (veh/h) 49 86 48 358 193 73 91 586 199 42 638 229 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 52 91 51 377 203 77 96 617 209 44 672 241 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 67 117 66 414 559 475 121 813 688 61 750 637 Arrive On Green 0.04 0.11 0.11 0.24 0.30 0.30 0.07 0.44 0.44 0.03 0.41 0.41 Sat Flow, veh/h 1757 1112 623 1757 1845 1568 1757 1845 1563 1757 1845 1568 Grp Volume(v), veh/h 52 0 142 377 203 77 96 617 209 44 672 241 Grp Sat Flow(s),veh/h/ln 1757 0 1735 1757 1845 1568 1757 1845 1563 1757 1845 1568 Q Serve(g_s), s 3.0 0.0 8.3 21.6 8.9 3.7 5.6 29.1 8.9 2.6 35.2 11.2 Cycle Q Clear(g_c), s 3.0 0.0 8.3 21.6 8.9 3.7 5.6 29.1 8.9 2.6 35.2 11.2 Prop In Lane 1.00 0.36 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 67 0 183 414 559 475 121 813 688 61 750 637 V/C Ratio(X) 0.78 0.00 0.78 0.91 0.36 0.16 0.79 0.76 0.30 0.72 0.90 0.38 Avail Cap(c_a), veh/h 171 0 553 557 993 844 151 1048 888 109 1004 853 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 49.3 0.0 45.1 38.5 28.2 26.4 47.5 24.3 18.7 49.5 28.7 21.5 Incr Delay (d2), s/veh 17.5 0.0 6.9 15.7 0.4 0.2 20.3 2.4 0.2 14.8 8.5 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 4.3 12.3 4.6 1.6 3.4 15.3 3.9 1.5 19.7 4.8 LnGrp Delay(d),s/veh 66.9 0.0 52.0 54.1 28.6 26.6 67.8 26.8 18.9 64.3 37.1 21.9 LnGrp LOS E DDCCECBEDC Approach Vol, veh/h 194 657 922 957 Approach Delay, s/veh 56.0 43.0 29.3 34.5 Approach LOS E D C C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.8 50.9 28.6 16.2 11.3 47.4 8.1 36.7 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 6.4 58.8 * 33 33.0 * 8.9 56.3 * 10 55.7 Max Q Clear Time (g_c+I1), s 4.6 31.1 23.6 10.3 7.6 37.2 5.0 10.9 Green Ext Time (p_c), s 0.0 4.7 0.8 0.6 0.0 4.9 0.0 1.3 Intersection Summary HCM 2010 Ctrl Delay 36.3 HCM 2010 LOS D Notes HCM 2010 AWSC 2035 No Project AM Peak 2: Armstrong Avenue & Clinton Avenue 02/22/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Intersection Intersection Delay, s/veh549.3 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 88 132 51 120 378 66 71 422 23 76 890 135 Future Vol, veh/h 88 132 51 120 378 66 71 422 23 76 890 135 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 96 143 55 130 411 72 77 459 25 83 967 147 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 72.2 299.8 253.1 933.3 HCM LOS F F F F Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 14% 32% 21% 7% Vol Thru, % 82% 49% 67% 81% Vol Right, % 4% 19% 12% 12% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 516 271 564 1101 LT Vol 71 88 120 76 Through Vol 422 132 378 890 RT Vol 23 51 66 135 Lane Flow Rate 561 295 613 1197 Geometry Grp 1111 Degree of Util (X) 1.417 0.786 1.544 3.002 Departure Headway (Hd) 16.71920.16315.01411.884 Convergence, Y/N Yes Yes Yes Yes Cap 224 183 251 323 Service Time 14.71918.16313.014 9.884 HCM Lane V/C Ratio 2.504 1.612 2.442 3.706 HCM Control Delay 253.1 72.2 299.8 933.3 HCM Lane LOS FFFF HCM 95th-tile Q 17.7 5.2 22.5 80.1 HCM 2010 Signalized Intersection Summary 2035 No Project AM Peak 3: Temperance Avenue & Clinton Avenue 02/22/2018 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) 35 150 74 281 246 237 154 1195 184 221 1833 151 Future Volume (veh/h) 35 150 74 281 246 237 154 1195 184 221 1833 151 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 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 41 174 86 327 286 276 179 1390 214 257 2131 176 Adj No. of Lanes 1 10110111110 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, % 3 33333333333 Cap, veh/h 52 316 156 144 279 270 95 824 698 119 775 64 Arrive On Green 0.03 0.27 0.27 0.08 0.32 0.32 0.05 0.45 0.45 0.07 0.46 0.46 Sat Flow, veh/h 1757 1165 576 1757 864 834 1757 1845 1563 1757 1681 139 Grp Volume(v), veh/h 41 0 260 327 0 562 179 1390 214 257 0 2307 Grp Sat Flow(s),veh/h/ln1757 0 1741 1757 0 1698 1757 1845 1563 1757 0 1820 Q Serve(g_s), s 3.3 0.0 18.4 11.8 0.0 46.6 7.8 64.4 12.6 9.8 0.0 66.4 Cycle Q Clear(g_c), s 3.3 0.0 18.4 11.8 0.0 46.6 7.8 64.4 12.6 9.8 0.0 66.4 Prop In Lane 1.00 0.33 1.00 0.49 1.00 1.00 1.00 0.08 Lane Grp Cap(c), veh/h 52 0 472 144 0 549 95 824 698 119 0 839 V/C Ratio(X) 0.78 0.00 0.55 2.27 0.00 1.02 1.88 1.69 0.31 2.15 0.00 2.75 Avail Cap(c_a), veh/h 63 0 483 144 0 549 95 824 698 119 0 839 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/veh69.4 0.0 45.0 66.2 0.0 48.8 68.2 39.9 25.5 67.2 0.0 38.9 Incr Delay (d2), s/veh 39.1 0.0 1.3 594.4 0.0 44.6 434.0 314.0 0.2 544.8 0.0 791.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.2 0.0 9.1 29.5 0.0 28.6 15.2 104.7 5.5 22.8 0.0 217.7 LnGrp Delay(d),s/veh 108.5 0.0 46.3 660.6 0.0 93.3 502.2 353.9 25.8 611.9 0.0 830.3 LnGrp LOS F D F F F F C F F Approach Vol, veh/h 301 889 1783 2564 Approach Delay, s/veh 54.7 302.0 329.4 808.4 Approach LOS D F F F Timer 1 2345678 Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s14.0 69.7 16.0 44.4 12.0 71.7 8.5 51.9 Change Period (Y+Rc), s* 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s* 9.8 64.4 * 12 40.0 * 7.8 66.4 * 5.2 46.6 Max Q Clear Time (g_c+I1), s11.8 66.4 13.8 20.4 9.8 68.4 5.3 48.6 Green Ext Time (p_c), s 0.0 0.0 0.0 1.3 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 531.9 HCM 2010 LOS F Notes HCM 2010 TWSC 2035 No Project AM Peak 5: Fowler Avenue & McKinley Avenue 02/22/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 6 Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 51 34 206 316 96 82 295 611 162 54 749 95 Future Vol, veh/h 51 34 206 316 96 82 295 611 162 54 749 95 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 - - 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 59 40 240 367 112 95 343 710 188 63 871 110 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2646 2636 926 2682 2597 804 981 0 0 898 0 0 Stage 1 1052 1052 - 1490 1490 ------- Stage 2 1594 1584 - 1192 1107 ------- 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 ~ 15 ~ 23 324 ~ 14 ~ 25 381 700 - - 752 - - Stage 1 273 302 - ~ 154 186 ------- Stage 2 134 167 - ~ 227 285 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver - ~ 11 324 - ~ 12 381 700 - - 752 - - Mov Cap-2 Maneuver - ~ 11 - - ~ 12 ------- Stage 1 139 277 - ~ 79 ~ 95 ------- Stage 2 - 85 - ~ 46 261 ------- Approach EB WB NB SB HCM Control Delay, s 4.1 0.6 HCM LOS - - Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 700 - - - 64 - 22 752 - - HCM Lane V/C Ratio 0.49 - - - 4.36 - 9.408 0.083 - - HCM Control Delay (s) 15 - - -$ 1643.2 -$ 4127.3 10.2 - - HCM Lane LOS B - - - F - F B - - HCM 95th %tile Q(veh) 2.7 - - - 30.3 - 26.1 0.3 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 AWSC 2035 No Project AM Peak 6: Fowler Avenue & Floradora Avenue 02/22/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Intersection Intersection Delay, s/veh 313.2 Intersection LOS F Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 16 2 1076 19 15 1265 Future Vol, veh/h 16 2 1076 19 15 1265 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, %333333 Mvmt Flow 17 2 1121 20 16 1318 Number of Lanes 101001 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB WB Conflicting Lanes Right 1 1 0 HCM Control Delay 12 254.2 367.9 HCM LOS B F F Lane NBLn1 WBLn1 SBLn1 Vol Left, % 0% 89% 1% Vol Thru, % 98% 0% 99% Vol Right, % 2% 11% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 1095 18 1280 LT Vol 0 16 15 Through Vol 1076 0 1265 RT Vol 19 2 0 Lane Flow Rate 1141 19 1333 Geometry Grp 1 1 1 Degree of Util (X) 1.512 0.037 1.773 Departure Headway (Hd) 5.518 8.653 5.309 Convergence, Y/N Yes Yes Yes Cap 673 416 693 Service Time 3.518 6.653 3.309 HCM Lane V/C Ratio 1.695 0.046 1.924 HCM Control Delay 254.2 12 367.9 HCM Lane LOS F B F HCM 95th-tile Q 49.3 0.1 71.8 HCM 2010 AWSC 2035 No Project AM Peak 7: Fowler Avenue & Olive Avenue 02/22/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Intersection Intersection Delay, s/veh685.9 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 137 168 35 591 497 2 38 941 149 35 1155 91 Future Vol, veh/h 137 168 35 591 497 2 38 941 149 35 1155 91 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, % 3 33333333333 Mvmt Flow 141 173 36 609 512 2 39 970 154 36 1191 94 Number of Lanes 1 10110010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 43.1 277.5 867.5 1044 HCM LOS E F F F Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, % 3% 100% 0% 100% 0% 3% Vol Thru, % 83% 0% 83% 0% 100% 90% Vol Right, % 13% 0% 17% 0% 0% 7% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 1128 137 203 591 499 1281 LT Vol 38 137 0 591 0 35 Through Vol 941 0 168 0 497 1155 RT Vol 149 0 35 0 2 91 Lane Flow Rate 1163 141 209 609 514 1321 Geometry Grp 277772 Degree of Util (X) 2.847 0.402 0.56 1.63 1.305 3.246 Departure Headway (Hd) 13.30721.30720.63716.08815.54412.505 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 291 171 178 232 242 304 Service Time 11.30719.00718.33713.78813.24410.505 HCM Lane V/C Ratio 3.997 0.825 1.174 2.625 2.124 4.345 HCM Control Delay 867.5 37.6 46.8 339.1 204.5 1044 HCM Lane LOS F E E F F F HCM 95th-tile Q 66.8 1.8 2.9 23.5 15.9 84.9 HCM 2010 Signalized Intersection Summary 2035 No Project PM Peak 1: Fowler Avenue & Clinton Avenue 02/22/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 137 196 74 211 97 46 36 662 318 69 627 77 Future Volume (veh/h) 137 196 74 211 97 46 36 662 318 69 627 77 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 146 209 79 224 103 49 38 704 338 73 667 82 Adj No. of Lanes 110111111111 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %333333333333 Cap, veh/h 177 245 93 256 436 371 58 770 655 93 807 686 Arrive On Green 0.10 0.19 0.19 0.15 0.24 0.24 0.03 0.42 0.42 0.05 0.44 0.44 Sat Flow, veh/h 1757 1277 483 1757 1845 1568 1757 1845 1568 1757 1845 1568 Grp Volume(v), veh/h 146 0 288 224 103 49 38 704 338 73 667 82 Grp Sat Flow(s),veh/h/ln 1757 0 1759 1757 1845 1568 1757 1845 1568 1757 1845 1568 Q Serve(g_s), s 8.1 0.0 15.6 12.3 4.5 2.4 2.1 35.6 15.8 4.1 31.5 3.1 Cycle Q Clear(g_c), s 8.1 0.0 15.6 12.3 4.5 2.4 2.1 35.6 15.8 4.1 31.5 3.1 Prop In Lane 1.00 0.27 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 177 0 337 256 436 371 58 770 655 93 807 686 V/C Ratio(X) 0.82 0.00 0.85 0.88 0.24 0.13 0.66 0.91 0.52 0.78 0.83 0.12 Avail Cap(c_a), veh/h 243 0 587 281 655 557 89 866 736 103 881 748 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 43.6 0.0 38.6 41.4 30.5 29.8 47.3 27.1 21.4 46.3 24.5 16.5 Incr Delay (d2), s/veh 14.8 0.0 6.2 23.7 0.3 0.2 12.2 13.1 0.6 29.2 6.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 0.0 8.2 7.7 2.3 1.1 1.2 20.8 6.9 2.7 17.3 1.3 LnGrp Delay(d),s/veh 58.4 0.0 44.8 65.0 30.8 29.9 59.4 40.3 22.0 75.5 30.6 16.6 LnGrp LOS E D E C C E D C E C B Approach Vol, veh/h 434 376 1080 822 Approach Delay, s/veh 49.4 51.1 35.2 33.2 Approach LOS DDDC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.4 46.6 18.6 24.3 7.4 48.6 14.2 28.7 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 5.8 46.4 * 16 33.0 * 5 47.2 * 14 35.1 Max Q Clear Time (g_c+I1), s 6.1 37.6 14.3 17.6 4.1 33.5 10.1 6.5 Green Ext Time (p_c), s 0.0 3.7 0.1 1.3 0.0 3.7 0.1 0.6 Intersection Summary HCM 2010 Ctrl Delay 39.1 HCM 2010 LOS D Notes HCM 2010 AWSC 2035 No Project PM Peak 2: Armstrong Avenue & Clinton Avenue 02/22/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Intersection Intersection Delay, s/veh468.4 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 106 394 39 61 213 28 42 790 100 60 506 36 Future Vol, veh/h 106 394 39 61 213 28 42 790 100 60 506 36 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 115 428 42 66 232 30 46 859 109 65 550 39 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 290.3 88.1 761 365.8 HCM LOS F F F F Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 5% 20% 20% 10% Vol Thru, % 85% 73% 71% 84% Vol Right, % 11% 7% 9% 6% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 932 539 302 602 LT Vol 42 106 61 60 Through Vol 790 394 213 506 RT Vol 100 39 28 36 Lane Flow Rate 1013 586 328 654 Geometry Grp 1111 Degree of Util (X) 2.61 1.518 0.878 1.693 Departure Headway (Hd) 13.00815.41919.84115.941 Convergence, Y/N Yes Yes Yes Yes Cap 294 240 187 236 Service Time 11.00813.41917.84113.941 HCM Lane V/C Ratio 3.446 2.442 1.754 2.771 HCM Control Delay 761 290.3 88.1 365.8 HCM Lane LOS FFFF HCM 95th-tile Q 60.2 21.3 6.5 25.2 HCM 2010 Signalized Intersection Summary 2035 No Project PM Peak 3: Temperance Avenue & Clinton Avenue 02/22/2018 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) 180 211 152 154 92 134 120 1857 310 145 1361 60 Future Volume (veh/h) 180 211 152 154 92 134 120 1857 310 145 1361 60 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 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 182 213 154 156 93 135 121 1876 313 146 1375 61 Adj No. of Lanes 1 10110111110 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 114 233 169 101 154 224 88 943 801 101 909 40 Arrive On Green 0.06 0.23 0.23 0.06 0.23 0.23 0.05 0.51 0.51 0.06 0.52 0.52 Sat Flow, veh/h 1757 997 721 1757 681 989 1757 1845 1568 1757 1753 78 Grp Volume(v), veh/h 182 0 367 156 0 228 121 1876 313 146 0 1436 Grp Sat Flow(s),veh/h/ln1757 0 1717 1757 0 1670 1757 1845 1568 1757 0 1831 Q Serve(g_s), s 8.8 0.0 28.3 7.8 0.0 16.6 6.8 69.4 16.6 7.8 0.0 70.4 Cycle Q Clear(g_c), s 8.8 0.0 28.3 7.8 0.0 16.6 6.8 69.4 16.6 7.8 0.0 70.4 Prop In Lane 1.00 0.42 1.00 0.59 1.00 1.00 1.00 0.04 Lane Grp Cap(c), veh/h 114 0 402 101 0 379 88 943 801 101 0 949 V/C Ratio(X) 1.60 0.00 0.91 1.55 0.00 0.60 1.38 1.99 0.39 1.45 0.00 1.51 Avail Cap(c_a), veh/h 114 0 519 101 0 492 88 943 801 101 0 949 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/veh63.5 0.0 50.7 64.0 0.0 47.0 64.5 33.2 20.3 64.0 0.0 32.7 Incr Delay (d2), s/veh 306.4 0.0 17.6 288.5 0.0 1.5 225.1 449.1 0.3 247.8 0.0 236.1 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/ln13.9 0.0 15.3 11.8 0.0 7.8 8.8 152.7 7.2 10.7 0.0 97.6 LnGrp Delay(d),s/veh 369.8 0.0 68.2 352.5 0.0 48.6 289.6 482.3 20.6 311.8 0.0 268.8 LnGrp LOS F E F D F F C F F Approach Vol, veh/h 549 384 2310 1582 Approach Delay, s/veh 168.2 172.0 409.6 272.8 Approach LOS FFFF Timer 1 2345678 Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s12.0 74.7 12.0 37.1 11.0 75.7 13.0 36.1 Change Period (Y+Rc), s* 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s* 7.8 69.4 * 7.8 41.0 * 6.8 70.4 * 8.8 40.0 Max Q Clear Time (g_c+I1), s9.8 71.4 9.8 30.3 8.8 72.4 10.8 18.6 Green Ext Time (p_c), s 0.0 0.0 0.0 1.5 0.0 0.0 0.0 1.2 Intersection Summary HCM 2010 Ctrl Delay 318.4 HCM 2010 LOS F Notes HCM 2010 TWSC 2035 No Project PM Peak 5: Fowler Avenue & McKinley Avenue 02/22/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 6 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 112 74 282 103 34 45 281 808 228 82 794 94 Future Vol, veh/h 112 74 282 103 34 45 281 808 228 82 794 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 - - 250 - - 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 122 80 307 112 37 49 305 878 248 89 863 102 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2747 2828 914 2898 2755 1002 965 0 0 1126 0 0 Stage 1 1092 1092 - 1612 1612 ------- Stage 2 1655 1736 - 1286 1143 ------- 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 ~ 13 ~ 17 330 ~ 10 ~ 20 293 710 - - 617 - - Stage 1 259 289 - 130 162 ------- Stage 2 123 141 - 201 274 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver - ~ 8 330 - ~ 10 293 710 - - 617 - - Mov Cap-2 Maneuver - ~ 8 - - ~ 10 ------- Stage 1 148 247 - ~ 74 92 ------- Stage 2 ~ 35 ~ 80 - ~ 8 235 ------- Approach EB WB NB SB HCM Control Delay, s 3 1 HCM LOS - - Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 710 - - - 35 - 22 617 - - HCM Lane V/C Ratio 0.43 - - -11.056 - 3.903 0.144 - - HCM Control Delay (s) 13.8 - - -$ 4743.4 -$ 1666.9 11.8 - - HCM Lane LOS B - - - F - F B - - HCM 95th %tile Q(veh) 2.2 - - - 47.1 - 10.9 0.5 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 AWSC 2035 No Project PM Peak 6: Fowler Avenue & Floradora Avenue 02/22/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Intersection Intersection Delay, s/veh 369.4 Intersection LOS F Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 17 10 1323 16 3 1191 Future Vol, veh/h 17 10 1323 16 3 1191 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, %333333 Mvmt Flow 18 11 1393 17 3 1254 Number of Lanes 101001 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB WB Conflicting Lanes Right 1 1 0 HCM Control Delay 12.1 414.6 326.8 HCM LOS B F F Lane NBLn1 WBLn1 SBLn1 Vol Left, % 0% 63% 0% Vol Thru, % 99% 0% 100% Vol Right, % 1% 37% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 1339 27 1194 LT Vol 0 17 3 Through Vol 1323 0 1191 RT Vol 16 10 0 Lane Flow Rate 1409 28 1257 Geometry Grp 1 1 1 Degree of Util (X) 1.877 0.055 1.677 Departure Headway (Hd) 5.488 8.641 5.667 Convergence, Y/N Yes Yes Yes Cap 677 417 654 Service Time 3.488 6.641 3.667 HCM Lane V/C Ratio 2.081 0.067 1.922 HCM Control Delay 414.6 12.1 326.8 HCM Lane LOS F B F HCM 95th-tile Q 77.8 0.2 60.4 HCM 2010 AWSC 2035 No Project PM Peak 7: Fowler Avenue & Olive Avenue 02/22/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Intersection Intersection Delay, s/veh 880 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 228 394 75 373 301 44 15 1070 296 17 1063 107 Future Vol, veh/h 228 394 75 373 301 44 15 1070 296 17 1063 107 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 248 428 82 405 327 48 16 1163 322 18 1155 116 Number of Lanes 1 10110010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 192.7 154.6 1377.4 1143.7 HCM LOS F F F F Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, % 1% 100% 0% 100% 0% 1% Vol Thru, % 77% 0% 84% 0% 87% 90% Vol Right, % 21% 0% 16% 0% 13% 9% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 1381 228 469 373 345 1187 LT Vol 15 228 0 373 0 17 Through Vol 1070 0 394 0 301 1063 RT Vol 296 0 75 0 44 107 Lane Flow Rate 1501 248 510 405 375 1290 Geometry Grp 277772 Degree of Util (X) 3.967 0.705 1.364 1.154 1.006 3.437 Departure Headway (Hd) 16.94123.86323.21623.81123.19118.531 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 240 154 163 158 161 219 Service Time 14.94121.56320.91621.51120.89116.531 HCM Lane V/C Ratio 6.254 1.61 3.129 2.563 2.329 5.89 HCM Control Delay 1377.4 69.6 252.6 177.6 129.71143.7 HCM Lane LOS FFFFFF HCM 95th-tile Q 82.6 4.1 13.1 9.7 7.7 63.1 HCM 2010 Signalized Intersection Summary 2035 No Project AM Peak 2: Armstrong Avenue & Clinton Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 88 132 51 120 378 66 71 422 23 76 890 135 Future Volume (veh/h) 88 132 51 120 378 66 71 422 23 76 890 135 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 96 143 55 130 411 72 77 459 25 83 967 147 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 122 339 130 163 444 78 98 1195 65 107 1093 166 Arrive On Green 0.07 0.27 0.27 0.09 0.29 0.29 0.06 0.35 0.35 0.06 0.36 0.36 Sat Flow, veh/h 1757 1270 488 1757 1529 268 1757 3381 184 1757 3052 464 Grp Volume(v), veh/h 96 0 198 130 0 483 77 237 247 83 555 559 Grp Sat Flow(s),veh/h/ln 1757 0 1758 1757 0 1797 1757 1752 1812 1757 1752 1763 Q Serve(g_s), s 4.5 0.0 7.8 6.1 0.0 21.9 3.6 8.5 8.6 3.9 25.0 25.1 Cycle Q Clear(g_c), s 4.5 0.0 7.8 6.1 0.0 21.9 3.6 8.5 8.6 3.9 25.0 25.1 Prop In Lane 1.00 0.28 1.00 0.15 1.00 0.10 1.00 0.26 Lane Grp Cap(c), veh/h 122 0 469 163 0 522 98 620 641 107 628 632 V/C Ratio(X) 0.79 0.00 0.42 0.80 0.00 0.92 0.78 0.38 0.38 0.78 0.88 0.88 Avail Cap(c_a), veh/h 142 0 469 280 0 549 121 620 641 209 681 685 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 38.5 0.0 25.5 37.4 0.0 29.0 39.2 20.3 20.4 39.0 25.4 25.4 Incr Delay (d2), s/veh 21.9 0.0 0.6 8.5 0.0 21.2 22.9 0.4 0.4 11.4 12.5 12.5 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 2.9 0.0 3.9 3.3 0.0 13.9 2.4 4.2 4.3 2.2 14.2 14.3 LnGrp Delay(d),s/veh 60.5 0.0 26.1 45.8 0.0 50.2 62.2 20.7 20.7 50.4 37.9 37.9 LnGrp LOS E C D D E CCDDD Approach Vol, veh/h 294 613 561 1197 Approach Delay, s/veh 37.3 49.2 26.4 38.8 Approach LOS DDCD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.3 35.1 12.0 27.8 8.9 35.5 10.0 29.7 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 10 28.5 * 13 19.1 * 5.8 32.7 * 6.8 25.7 Max Q Clear Time (g_c+I1), s 5.9 10.6 8.1 9.8 5.6 27.1 6.5 23.9 Green Ext Time (p_c), s 0.1 2.4 0.1 0.6 0.0 3.1 0.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 38.4 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary 2035 No Project AM Peak 3: Temperance Avenue & Clinton Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 35 150 74 281 246 237 154 1195 184 221 1833 151 Future Volume (veh/h) 35 150 74 281 246 237 154 1195 184 221 1833 151 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 41 174 86 327 286 276 179 1390 214 257 2131 176 Adj No. of Lanes 110111131130 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 53 205 101 273 555 472 163 1810 561 282 2026 166 Arrive On Green 0.03 0.18 0.18 0.16 0.30 0.30 0.09 0.36 0.36 0.16 0.43 0.43 Sat Flow, veh/h 1757 1165 576 1757 1845 1568 1757 5036 1561 1757 4744 388 Grp Volume(v), veh/h 41 0 260 327 286 276 179 1390 214 257 1502 805 Grp Sat Flow(s),veh/h/ln 1757 0 1741 1757 1845 1568 1757 1679 1561 1757 1679 1775 Q Serve(g_s), s 3.0 0.0 18.4 19.8 16.3 19.0 11.8 31.1 13.0 18.3 54.4 54.4 Cycle Q Clear(g_c), s 3.0 0.0 18.4 19.8 16.3 19.0 11.8 31.1 13.0 18.3 54.4 54.4 Prop In Lane 1.00 0.33 1.00 1.00 1.00 1.00 1.00 0.22 Lane Grp Cap(c), veh/h 53 0 306 273 555 472 163 1810 561 282 1434 758 V/C Ratio(X) 0.78 0.00 0.85 1.20 0.52 0.58 1.10 0.77 0.38 0.91 1.05 1.06 Avail Cap(c_a), veh/h 124 0 547 273 736 625 163 1810 561 299 1434 758 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 61.3 0.0 50.9 53.8 36.8 37.8 57.8 36.1 30.3 52.6 36.5 36.5 Incr Delay (d2), s/veh 21.1 0.0 6.6 118.7 0.7 1.2 99.8 2.1 0.4 29.5 37.3 50.2 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 1.7 0.0 9.4 18.6 8.5 8.4 10.2 14.8 5.6 11.2 32.5 37.1 LnGrp Delay(d),s/veh 82.5 0.0 57.5 172.5 37.6 38.9 157.5 38.2 30.7 82.1 73.8 86.7 LnGrp LOS F E F D D F D C F F F Approach Vol, veh/h 301 889 1783 2564 Approach Delay, s/veh 60.9 87.6 49.2 78.7 Approach LOS E F D E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 24.6 51.1 24.0 27.7 16.0 59.7 8.0 43.6 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 22 44.5 * 20 40.0 * 12 54.4 * 9 50.8 Max Q Clear Time (g_c+I1), s 20.3 33.1 21.8 20.4 13.8 56.4 5.0 21.0 Green Ext Time (p_c), s 0.1 7.1 0.0 1.3 0.0 0.0 0.0 2.5 Intersection Summary HCM 2010 Ctrl Delay 69.7 HCM 2010 LOS E Notes HCM 2010 Signalized Intersection Summary 2035 No Project AM Peak 5: Fowler Avenue & McKinley Avenue 02/26/2018 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) 51 34 206 316 96 82 295 611 162 54 749 95 Future Volume (veh/h) 51 34 206 316 96 82 295 611 162 54 749 95 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 59 40 240 367 112 95 343 710 188 63 871 110 Adj No. of Lanes 111111121121 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 76 258 549 393 592 503 369 1540 689 81 966 432 Arrive On Green 0.04 0.14 0.14 0.22 0.32 0.32 0.21 0.44 0.44 0.05 0.28 0.28 Sat Flow, veh/h 1757 1845 1568 1757 1845 1568 1757 3505 1568 1757 3505 1568 Grp Volume(v), veh/h 59 40 240 367 112 95 343 710 188 63 871 110 Grp Sat Flow(s),veh/h/ln 1757 1845 1568 1757 1845 1568 1757 1752 1568 1757 1752 1568 Q Serve(g_s), s 4.2 2.4 14.8 25.8 5.5 5.5 24.2 17.9 9.6 4.5 30.2 6.9 Cycle Q Clear(g_c), s 4.2 2.4 14.8 25.8 5.5 5.5 24.2 17.9 9.6 4.5 30.2 6.9 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 76 258 549 393 592 503 369 1540 689 81 966 432 V/C Ratio(X) 0.78 0.15 0.44 0.93 0.19 0.19 0.93 0.46 0.27 0.78 0.90 0.25 Avail Cap(c_a), veh/h 149 498 752 431 793 674 403 1540 689 167 1035 463 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 59.7 47.6 31.4 48.0 31.0 30.9 48.9 24.8 22.5 59.5 44.0 35.6 Incr Delay (d2), s/veh 15.6 0.3 0.5 26.3 0.2 0.2 26.9 0.2 0.2 14.8 10.4 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 2.4 1.2 6.5 15.4 2.9 2.4 14.5 8.7 4.2 2.5 16.0 3.0 LnGrp Delay(d),s/veh 75.3 47.9 32.0 74.3 31.1 31.1 75.7 25.0 22.7 74.3 54.5 35.9 LnGrp LOS E D C E C C E C C E D D Approach Vol, veh/h 339 574 1241 1044 Approach Delay, s/veh 41.4 58.7 38.7 53.7 Approach LOS D E D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.0 60.7 32.4 23.0 30.7 40.0 9.6 45.7 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 12 54.1 * 31 34.0 * 29 37.2 * 11 54.2 Max Q Clear Time (g_c+I1), s 6.5 19.9 27.8 16.8 26.2 32.2 6.2 7.5 Green Ext Time (p_c), s 0.0 5.6 0.4 0.9 0.3 2.5 0.0 0.9 Intersection Summary HCM 2010 Ctrl Delay 47.5 HCM 2010 LOS D Notes HCM 2010 Roundabout 2035 No Project AM Peak 6: Fowler Avenue & Floradora Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Intersection Intersection Delay, s/veh 10.7 Intersection LOS B Approach WB NB SB Entry Lanes 1 2 2 Conflicting Circle Lanes 2 2 2 Adj Approach Flow, veh/h 19 1141 1334 Demand Flow Rate, veh/h 20 1176 1374 Vehicles Circulating, veh/h 1155 16 18 Vehicles Exiting, veh/h 37 1376 1157 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 8.0 9.6 11.7 Approach LOS A A B Lane Left Left Right Left Right Designated Moves LR LT TR LT TR Assumed Moves LR LT TR LT TR RT Channelized Lane Util 1.000 0.470 0.530 0.470 0.530 Critical Headway, s 4.113 4.293 4.113 4.293 4.113 Entry Flow, veh/h 20 553 623 646 728 Cap Entry Lane, veh/h 503 1116 1117 1115 1116 Entry HV Adj Factor 0.950 0.970 0.971 0.971 0.972 Flow Entry, veh/h 19 536 605 627 707 Cap Entry, veh/h 478 1083 1085 1082 1084 V/C Ratio 0.040 0.495 0.558 0.579 0.652 Control Delay, s/veh 8.0 9.0 10.2 10.7 12.6 LOS A A B B B 95th %tile Queue, veh 0 3 4 4 5 HCM 2010 Signalized Intersection Summary 2035 No Project AM Peak 7: Fowler Avenue & Olive Avenue 02/26/2018 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) 137 168 35 591 497 2 38 941 149 35 1155 91 Future Volume (veh/h) 137 168 35 591 497 2 38 941 149 35 1155 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 1845 1845 1845 1845 Adj Flow Rate, veh/h 141 173 36 609 512 2 39 970 154 36 1191 94 Adj No. of Lanes 111211121121 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333333333 Cap, veh/h 168 383 326 647 557 474 62 1235 552 59 1229 550 Arrive On Green 0.10 0.21 0.21 0.19 0.30 0.30 0.04 0.35 0.35 0.03 0.35 0.35 Sat Flow, veh/h 1757 1845 1568 3408 1845 1568 1757 3505 1568 1757 3505 1568 Grp Volume(v), veh/h 141 173 36 609 512 2 39 970 154 36 1191 94 Grp Sat Flow(s),veh/h/ln 1757 1845 1568 1704 1845 1568 1757 1752 1568 1757 1752 1568 Q Serve(g_s), s 6.8 7.0 1.6 15.1 23.0 0.1 1.9 21.3 6.1 1.7 28.7 3.6 Cycle Q Clear(g_c), s 6.8 7.0 1.6 15.1 23.0 0.1 1.9 21.3 6.1 1.7 28.7 3.6 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 168 383 326 647 557 474 62 1235 552 59 1229 550 V/C Ratio(X) 0.84 0.45 0.11 0.94 0.92 0.00 0.63 0.79 0.28 0.61 0.97 0.17 Avail Cap(c_a), veh/h 168 430 365 647 604 513 102 1235 552 102 1229 550 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 38.2 29.7 27.6 34.3 28.9 20.9 40.9 24.9 20.0 40.9 27.4 19.3 Incr Delay (d2), s/veh 29.9 0.8 0.1 22.1 18.5 0.0 10.1 3.4 0.3 9.8 18.7 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 4.7 3.7 0.7 9.1 14.5 0.0 1.1 10.8 2.6 1.0 17.1 1.6 LnGrp Delay(d),s/veh 68.1 30.6 27.7 56.4 47.5 20.9 50.9 28.3 20.2 50.7 46.1 19.4 LnGrp LOS E C C E DCDCCDDB Approach Vol, veh/h 350 1123 1163 1321 Approach Delay, s/veh 45.4 52.2 28.0 44.4 Approach LOS DDCD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.1 35.5 20.5 22.7 7.2 35.4 12.4 30.8 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 4.9 * 4.2 5.3 * 4.2 4.9 Max Green Setting (Gmax), s * 5 30.1 * 16 20.0 * 5 30.1 * 8.2 28.1 Max Q Clear Time (g_c+I1), s 3.7 23.3 17.1 9.0 3.9 30.7 8.8 25.0 Green Ext Time (p_c), s 0.0 3.6 0.0 0.7 0.0 0.0 0.0 0.9 Intersection Summary HCM 2010 Ctrl Delay 41.9 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary 2035 No Project PM Peak 2: Armstrong Avenue & Clinton Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 106 394 39 61 213 28 42 790 100 60 506 36 Future Volume (veh/h) 106 394 39 61 213 28 42 790 100 60 506 36 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 115 428 42 66 232 30 46 859 109 65 550 39 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 147 483 47 91 417 54 75 1032 131 91 1126 80 Arrive On Green 0.08 0.29 0.29 0.05 0.26 0.26 0.04 0.33 0.33 0.05 0.34 0.34 Sat Flow, veh/h 1757 1654 162 1757 1601 207 1757 3130 397 1757 3321 235 Grp Volume(v), veh/h 115 0 470 66 0 262 46 481 487 65 290 299 Grp Sat Flow(s),veh/h/ln 1757 0 1816 1757 0 1808 1757 1752 1775 1757 1752 1803 Q Serve(g_s), s 4.4 0.0 17.1 2.6 0.0 8.7 1.8 17.5 17.5 2.5 9.1 9.1 Cycle Q Clear(g_c), s 4.4 0.0 17.1 2.6 0.0 8.7 1.8 17.5 17.5 2.5 9.1 9.1 Prop In Lane 1.00 0.09 1.00 0.11 1.00 0.22 1.00 0.13 Lane Grp Cap(c), veh/h 147 0 531 91 0 471 75 578 585 91 594 611 V/C Ratio(X) 0.78 0.00 0.89 0.72 0.00 0.56 0.62 0.83 0.83 0.72 0.49 0.49 Avail Cap(c_a), veh/h 221 0 622 132 0 528 162 681 690 132 651 670 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 31.1 0.0 23.4 32.3 0.0 22.1 32.6 21.4 21.4 32.3 18.1 18.1 Incr Delay (d2), s/veh 10.0 0.0 13.0 10.3 0.0 1.0 8.0 7.6 7.5 10.1 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 10.4 1.5 0.0 4.4 1.0 9.6 9.7 1.5 4.4 4.6 LnGrp Delay(d),s/veh 41.1 0.0 36.4 42.6 0.0 23.2 40.6 29.0 28.9 42.4 18.7 18.7 LnGrp LOS D D D CDCCDBB Approach Vol, veh/h 585 328 1014 654 Approach Delay, s/veh 37.3 27.1 29.5 21.1 Approach LOS DCCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.8 28.1 7.8 25.5 7.1 28.8 10.0 23.3 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 5.2 26.9 * 5.2 23.7 * 6.4 25.7 * 8.7 20.2 Max Q Clear Time (g_c+I1), s 4.5 19.5 4.6 19.1 3.8 11.1 6.4 10.7 Green Ext Time (p_c), s 0.0 3.3 0.0 1.1 0.0 2.8 0.0 0.9 Intersection Summary HCM 2010 Ctrl Delay 28.8 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary 2035 No Project PM Peak 3: Temperance Avenue & Clinton Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 180 211 152 154 92 134 120 1857 310 145 1361 60 Future Volume (veh/h) 180 211 152 154 92 134 120 1857 310 145 1361 60 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 182 213 154 156 93 135 121 1876 313 146 1375 61 Adj No. of Lanes 110111131130 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %333333333333 Cap, veh/h 207 237 171 182 412 351 147 2040 635 171 2071 92 Arrive On Green 0.12 0.24 0.24 0.10 0.22 0.22 0.08 0.41 0.41 0.10 0.42 0.42 Sat Flow, veh/h 1757 997 721 1757 1845 1568 1757 5036 1568 1757 4944 219 Grp Volume(v), veh/h 182 0 367 156 93 135 121 1876 313 146 934 502 Grp Sat Flow(s),veh/h/ln 1757 0 1717 1757 1845 1568 1757 1679 1568 1757 1679 1806 Q Serve(g_s), s 12.4 0.0 25.2 10.6 5.0 8.9 8.2 42.9 18.0 9.9 27.2 27.2 Cycle Q Clear(g_c), s 12.4 0.0 25.2 10.6 5.0 8.9 8.2 42.9 18.0 9.9 27.2 27.2 Prop In Lane 1.00 0.42 1.00 1.00 1.00 1.00 1.00 0.12 Lane Grp Cap(c), veh/h 207 0 409 182 412 351 147 2040 635 171 1406 756 V/C Ratio(X) 0.88 0.00 0.90 0.86 0.23 0.39 0.83 0.92 0.49 0.86 0.66 0.66 Avail Cap(c_a), veh/h 207 0 584 188 607 516 192 2069 644 171 1406 756 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 52.7 0.0 44.9 53.6 38.6 40.1 54.8 34.3 26.9 54.0 28.4 28.4 Incr Delay (d2), s/veh 32.4 0.0 12.7 30.0 0.3 0.7 19.5 7.2 0.6 32.3 1.2 2.2 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 7.9 0.0 13.4 6.7 2.6 3.9 4.8 21.2 7.9 6.4 12.8 14.0 LnGrp Delay(d),s/veh 85.1 0.0 57.6 83.6 38.8 40.8 74.3 41.4 27.4 86.3 29.6 30.6 LnGrp LOS F E F D D E D C F C C Approach Vol, veh/h 549 384 2310 1582 Approach Delay, s/veh 66.7 57.7 41.3 35.1 Approach LOS E E D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 16.0 54.5 16.8 34.2 14.3 56.2 18.5 32.5 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 12 49.9 * 13 41.3 * 13 48.4 * 14 40.0 Max Q Clear Time (g_c+I1), s 11.9 44.9 12.6 27.2 10.2 29.2 14.4 10.9 Green Ext Time (p_c), s 0.0 4.3 0.0 1.7 0.1 9.0 0.0 0.9 Intersection Summary HCM 2010 Ctrl Delay 43.5 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary 2035 No Project PM Peak 5: Fowler Avenue & McKinley Avenue 02/26/2018 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) 112 74 282 103 34 45 281 808 228 82 794 94 Future Volume (veh/h) 112 74 282 103 34 45 281 808 228 82 794 94 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 122 80 307 112 37 49 305 878 248 89 863 102 Adj No. of Lanes 111111121121 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 148 135 781 128 95 80 747 1045 468 673 899 402 Arrive On Green 0.08 0.07 0.07 0.07 0.05 0.05 0.43 0.30 0.30 0.13 0.08 0.08 Sat Flow, veh/h 1757 1845 1568 1757 1845 1568 1757 3505 1568 1757 3505 1568 Grp Volume(v), veh/h 122 80 307 112 37 49 305 878 248 89 863 102 Grp Sat Flow(s),veh/h/ln 1757 1845 1568 1757 1845 1568 1757 1752 1568 1757 1752 1568 Q Serve(g_s), s 7.5 4.6 3.0 6.9 2.1 3.4 13.3 25.8 11.2 5.0 27.0 6.7 Cycle Q Clear(g_c), s 7.5 4.6 3.0 6.9 2.1 3.4 13.3 25.8 11.2 5.0 27.0 6.7 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 148 135 781 128 95 80 747 1045 468 673 899 402 V/C Ratio(X) 0.82 0.59 0.39 0.88 0.39 0.61 0.41 0.84 0.53 0.13 0.96 0.25 Avail Cap(c_a), veh/h 148 582 1161 128 570 485 747 1262 564 673 899 402 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 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 49.5 49.4 7.2 50.5 50.5 51.1 22.0 36.1 19.2 31.8 49.8 40.5 Incr Delay (d2), s/veh 29.4 4.1 0.3 44.7 2.6 7.2 0.4 8.1 4.3 0.1 21.8 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 4.9 2.5 3.5 4.9 1.2 1.6 6.5 13.6 5.4 2.4 15.8 3.1 LnGrp Delay(d),s/veh 79.0 53.5 7.5 95.2 53.1 58.3 22.4 44.2 23.5 31.9 71.6 42.0 LnGrp LOS E D A F D E CDCCED Approach Vol, veh/h 509 198 1431 1054 Approach Delay, s/veh 31.9 78.2 36.0 65.4 Approach LOS C E D E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 46.3 38.1 12.2 13.3 51.0 33.5 14.6 10.9 Change Period (Y+Rc), s 4.2 * 5.3 * 4.2 5.3 4.2 * 5.3 5.3 * 5.3 Max Green Setting (Gmax), s 8.7 * 40 * 8 34.7 20.1 * 28 8.7 * 34 Max Q Clear Time (g_c+I1), s 7.0 27.8 8.9 6.6 15.3 29.0 9.5 5.4 Green Ext Time (p_c), s 0.0 5.0 0.0 1.4 0.4 0.0 0.0 0.3 Intersection Summary HCM 2010 Ctrl Delay 47.7 HCM 2010 LOS D Notes HCM 2010 Roundabout 2035 No Project PM Peak 6: Fowler Avenue & Floradora Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 7 Intersection Intersection Delay, s/veh 11.7 Intersection LOS B Approach WB NB SB Entry Lanes 1 2 2 Conflicting Circle Lanes 2 2 2 Adj Approach Flow, veh/h 29 1410 1257 Demand Flow Rate, veh/h 30 1453 1295 Vehicles Circulating, veh/h 1435 3 19 Vehicles Exiting, veh/h 21 1311 1446 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 10.1 12.4 10.8 Approach LOS B B B Lane Left Left Right Left Right Designated Moves LR LT TR LT TR Assumed Moves LR LT TR LT TR RT Channelized Lane Util 1.000 0.470 0.530 0.470 0.530 Critical Headway, s 4.113 4.293 4.113 4.293 4.113 Entry Flow, veh/h 30 683 770 609 686 Cap Entry Lane, veh/h 414 1127 1128 1114 1115 Entry HV Adj Factor 0.967 0.970 0.971 0.970 0.971 Flow Entry, veh/h 29 663 747 591 666 Cap Entry, veh/h 400 1094 1094 1081 1083 V/C Ratio 0.072 0.606 0.683 0.547 0.615 Control Delay, s/veh 10.1 11.2 13.5 10.0 11.6 LOS B B B B B 95th %tile Queue, veh 0 4 6 3 4 HCM 2010 Signalized Intersection Summary 2035 No Project PM Peak 7: Fowler Avenue & Olive Avenue 02/26/2018 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) 228 394 75 373 301 44 15 1070 296 17 1063 107 Future Volume (veh/h) 228 394 75 373 301 44 15 1070 296 17 1063 107 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 248 428 82 405 327 48 16 1163 322 18 1155 116 Adj No. of Lanes 111211121121 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 283 466 396 473 425 361 33 1294 579 36 1300 582 Arrive On Green 0.16 0.25 0.25 0.14 0.23 0.23 0.02 0.37 0.37 0.02 0.37 0.37 Sat Flow, veh/h 1757 1845 1568 3408 1845 1568 1757 3505 1568 1757 3505 1568 Grp Volume(v), veh/h 248 428 82 405 327 48 16 1163 322 18 1155 116 Grp Sat Flow(s),veh/h/ln 1757 1845 1568 1704 1845 1568 1757 1752 1568 1757 1752 1568 Q Serve(g_s), s 11.7 19.2 3.5 9.9 14.1 2.1 0.8 26.6 13.8 0.9 26.3 4.3 Cycle Q Clear(g_c), s 11.7 19.2 3.5 9.9 14.1 2.1 0.8 26.6 13.8 0.9 26.3 4.3 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 283 466 396 473 425 361 33 1294 579 36 1300 582 V/C Ratio(X) 0.88 0.92 0.21 0.86 0.77 0.13 0.49 0.90 0.56 0.50 0.89 0.20 Avail Cap(c_a), veh/h 285 480 408 473 436 371 103 1341 600 103 1341 600 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 34.8 30.9 25.0 35.7 30.6 25.9 41.3 25.3 21.3 41.2 25.1 18.1 Incr Delay (d2), s/veh 24.8 22.4 0.3 14.3 8.0 0.2 11.1 8.3 1.1 10.5 7.5 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 7.6 12.7 1.5 5.6 8.1 0.9 0.5 14.2 6.1 0.5 14.0 1.9 LnGrp Delay(d),s/veh 59.6 53.3 25.3 50.0 38.5 26.1 52.3 33.6 22.3 51.7 32.6 18.3 LnGrp LOS E DCDDCDCCDCB Approach Vol, veh/h 758 780 1501 1289 Approach Delay, s/veh 52.3 43.7 31.4 31.5 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.9 36.7 16.0 26.4 5.8 36.8 17.9 24.5 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 4.9 * 4.2 5.3 * 4.2 4.9 Max Green Setting (Gmax), s * 5 32.5 * 12 22.1 * 5 32.5 * 14 20.1 Max Q Clear Time (g_c+I1), s 2.9 28.6 11.9 21.2 2.8 28.3 13.7 16.1 Green Ext Time (p_c), s 0.0 2.7 0.0 0.3 0.0 2.8 0.0 0.7 Intersection Summary HCM 2010 Ctrl Delay 37.3 HCM 2010 LOS D Notes Queuing and Blocking Report 2035 No Project AM Peak Mitigated 02/26/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Fowler Avenue & Clinton 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) 109 152 304 478 180 264 887 100 350 567 151 Average Queue (ft) 44 86 238 198 43 122 463 51 45 311 46 95th Queue (ft) 98 154 340 437 124 247 888 118 148 455 99 Link Distance (ft) 2643 1265 1232 2590 2590 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 225 105 175 40 255 Storage Blk Time (%) 2 15 10 1 43 2 18 Queuing Penalty (veh) 1 39 44 8 124 16 7 Intersection: 2: Armstrong Avenue & Clinton Avenue Movement EB EB WB WB NB NB NB SB SB SB Directions Served L TR L TR L T TR L T TR Maximum Queue (ft) 167 194 370 472 138 118 137 92 290 310 Average Queue (ft) 62 79 101 252 50 71 66 45 195 206 95th Queue (ft) 124 150 233 425 93 119 112 89 288 295 Link Distance (ft) 1244 2548 2505 2505 2630 2630 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 Storage Blk Time (%) 13 2 Queuing Penalty (veh) 16 1 Queuing and Blocking Report 2035 No Project AM Peak Mitigated 02/26/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 3: Temperance Avenue & Clinton Avenue Movement EB EB WB WB WB NB NB NB NB NB SB SB Directions Served L TR L T R L T T T R L T Maximum Queue (ft) 119 200 300 1009 370 347 410 359 357 210 290 902 Average Queue (ft) 32 118 263 428 146 219 240 233 232 101 218 507 95th Queue (ft) 85 190 349 905 373 347 340 313 330 230 345 794 Link Distance (ft) 2548 1473 1254 1254 1254 2637 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 60 200 250 250 150 150 Storage Blk Time (%) 2 35 51 5 19 4 24 0 29 46 Queuing Penalty (veh) 4 12 248 25 74 6 45 0 179 102 Intersection: 3: Temperance Avenue & Clinton Avenue Movement SB SB Directions Served T TR Maximum Queue (ft) 842 840 Average Queue (ft) 510 506 95th Queue (ft) 790 781 Link Distance (ft) 2637 2637 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 2035 No Project AM Peak Mitigated 02/26/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 3 Intersection: 5: Fowler Avenue & McKinley Avenue Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T R L T R L T T R L T Maximum Queue (ft) 90 67 107 369 558 370 370 442 247 123 369 435 Average Queue (ft) 38 21 39 264 178 34 216 213 126 30 49 222 95th Queue (ft) 81 55 75 414 486 140 343 359 228 70 153 342 Link Distance (ft) 4012 2552 1282 1282 1203 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 250 250 250 Storage Blk Time (%) 22 0 12 2 0 5 Queuing Penalty (veh) 39 0 36 6 0 3 Intersection: 5: Fowler Avenue & McKinley Avenue Movement SB SB Directions Served T R Maximum Queue (ft) 387 364 Average Queue (ft) 241 38 95th Queue (ft) 353 143 Link Distance (ft) 1203 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) 7 Queuing Penalty (veh) 7 Intersection: 6: Fowler Avenue & Floradora Avenue Movement WB NB SB SB Directions Served LR T LT T Maximum Queue (ft) 28 124 121 107 Average Queue (ft) 4 25 28 9 95th Queue (ft) 20 80 77 56 Link Distance (ft) 1204 1209 1282 1282 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 2035 No Project AM Peak Mitigated 02/26/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 4 Intersection: 7: Fowler Avenue & Olive Avenue Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T R L L T L T T R L T Maximum Queue (ft) 276 200 61 250 300 680 111 240 296 58 368 540 Average Queue (ft) 103 96 13 189 225 318 30 156 158 28 38 310 95th Queue (ft) 204 178 39 288 346 609 66 222 243 50 148 498 Link Distance (ft) 2633 2558 2530 2530 1209 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 185 250 200 200 250 250 250 Storage Blk Time (%) 5 0 15 22 10 0 1 19 Queuing Penalty (veh) 10 1 74 112 60 0 1 7 Intersection: 7: Fowler Avenue & Olive Avenue Movement SB SB Directions Served T R Maximum Queue (ft) 564 370 Average Queue (ft) 335 119 95th Queue (ft) 529 369 Link Distance (ft) 1209 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) 23 Queuing Penalty (veh) 21 Network Summary Network wide Queuing Penalty: 1328 Queuing and Blocking Report 2035 No Project PM Peak Mitigated 02/26/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Fowler Avenue & Clinton Avenue Movement EB EB WB WB WB NB NB NB B4 SB SB SB Directions Served L TR L T R L T R T L T R Maximum Queue (ft) 166 233 214 118 68 265 1340 100 642 116 531 45 Average Queue (ft) 72 148 134 54 23 57 1044 82 92 61 253 17 95th Queue (ft) 134 219 209 101 47 173 1571 139 374 104 427 33 Link Distance (ft) 2641 1266 1232 1203 2626 2626 Upstream Blk Time (%) 16 Queuing Penalty (veh) 158 Storage Bay Dist (ft) 150 225 105 175 40 255 Storage Blk Time (%) 1 11 0 1 51 7 9 Queuing Penalty (veh) 2 15 0 2 181 51 6 Intersection: 2: Armstrong Avenue & Clinton Avenue Movement EB EB WB WB NB NB NB SB SB SB Directions Served L TR L TR L T TR L T TR Maximum Queue (ft) 156 312 115 178 74 234 235 114 162 162 Average Queue (ft) 70 160 44 89 29 127 138 45 78 76 95th Queue (ft) 117 247 83 153 70 191 203 88 135 137 Link Distance (ft) 1244 2548 2505 2505 2630 2630 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 Storage Blk Time (%) 2 0 Queuing Penalty (veh) 2 0 Queuing and Blocking Report 2035 No Project PM Peak Mitigated 02/26/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 3: Temperance Avenue & Clinton Avenue Movement EB EB WB WB WB NB NB NB NB NB SB SB Directions Served L TR L T R L T T T R L T Maximum Queue (ft) 120 1105 200 128 105 134 301 320 345 210 289 322 Average Queue (ft) 108 425 116 49 34 70 229 245 257 175 145 230 95th Queue (ft) 143 884 186 101 77 128 290 306 337 266 266 310 Link Distance (ft) 2548 1473 1254 1254 1254 2637 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 60 200 250 250 150 150 Storage Blk Time (%) 62 35 1 4 26 0 14 26 Queuing Penalty (veh) 227 63 1 5 82 3 66 38 Intersection: 3: Temperance Avenue & Clinton Avenue Movement SB SB Directions Served T TR Maximum Queue (ft) 332 307 Average Queue (ft) 244 217 95th Queue (ft) 324 307 Link Distance (ft) 2637 2637 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 2035 No Project PM Peak Mitigated 02/26/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 3 Intersection: 5: Fowler Avenue & McKinley Avenue Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T R L T R L T T R L T Maximum Queue (ft) 152 88 189 152 65 43 254 350 317 108 106 331 Average Queue (ft) 74 38 73 80 26 19 153 223 152 44 46 151 95th Queue (ft) 142 73 132 141 58 40 244 337 277 82 91 254 Link Distance (ft) 3965 2552 1283 1283 1203 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 250 250 250 Storage Blk Time (%) 1 5 0 1 Queuing Penalty (veh) 3 14 0 1 Intersection: 5: Fowler Avenue & McKinley Avenue Movement SB SB Directions Served T R Maximum Queue (ft) 284 86 Average Queue (ft) 154 25 95th Queue (ft) 254 59 Link Distance (ft) 1203 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) 1 Queuing Penalty (veh) 1 Intersection: 6: Fowler Avenue & Floradora Avenue Movement WB NB NB SB SB Directions Served LR T TR LT T Maximum Queue (ft) 29 67 59 181 178 Average Queue (ft) 12 21 2 32 8 95th Queue (ft) 33 56 19 96 65 Link Distance (ft) 1204 1209 1209 1283 1283 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 2035 No Project PM Peak Mitigated 02/26/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 4 Intersection: 7: Fowler Avenue & Olive Avenue Movement EB EB EB WB WB WB WB NB NB NB NB SB Directions Served L T R L L T R L T T R L Maximum Queue (ft) 304 343 364 236 299 377 61 48 231 252 148 48 Average Queue (ft) 148 199 39 93 118 156 18 18 166 170 64 10 95th Queue (ft) 261 304 144 154 193 253 41 44 218 228 114 33 Link Distance (ft) 2633 2558 2530 2530 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 185 250 200 200 250 250 250 250 Storage Blk Time (%) 5 12 0 4 0 0 Queuing Penalty (veh) 25 36 1 15 0 0 Intersection: 7: Fowler Avenue & Olive Avenue Movement SB SB SB Directions Served T T R Maximum Queue (ft) 255 237 61 Average Queue (ft) 149 163 21 95th Queue (ft) 243 244 45 Link Distance (ft) 1209 1209 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Network Summary Network wide Queuing Penalty: 1000 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: Cumulative Year 2035 plus Project Traffic Conditions HCM Signalized Intersection Capacity Analysis 2035 + Project AM Peak 1: Fowler Avenue & Clinton Avenue 02/26/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 49 89 48 358 202 96 34 95 598 199 48 641 Future Volume (vph) 49 89 48 358 202 96 34 95 598 199 48 641 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 5.3 5.3 4.2 5.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 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 1.00 Frt 1.00 0.95 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 1747 1752 1845 1568 1752 1845 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 1747 1752 1845 1568 1752 1845 1568 1752 1845 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 52 94 51 377 213 101 36 100 629 209 51 675 RTOR Reduction (vph) 0 15 0 0 0 69 0 0 0 59 0 0 Lane Group Flow (vph) 52 130 0 377 213 32 0 136 629 150 51 675 Confl. Peds. (#/hr) 3 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) 7.3 17.9 31.9 42.5 42.5 12.1 61.7 61.7 5.6 55.2 Effective Green, g (s) 7.3 17.9 31.9 42.5 42.5 12.1 61.7 61.7 5.6 55.2 Actuated g/C Ratio 0.05 0.13 0.23 0.31 0.31 0.09 0.45 0.45 0.04 0.41 Clearance Time (s) 4.2 5.3 4.2 5.3 5.3 4.2 5.3 5.3 4.2 5.3 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) 93 229 410 576 489 155 836 710 72 748 v/s Ratio Prot 0.03 c0.07 c0.22 0.12 c0.08 0.34 0.03 c0.37 v/s Ratio Perm 0.02 0.10 v/c Ratio 0.56 0.57 0.92 0.37 0.06 0.88 0.75 0.21 0.71 0.90 Uniform Delay, d1 62.8 55.5 50.8 36.4 32.8 61.3 30.9 22.5 64.4 37.9 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 7.1 3.2 25.3 0.4 0.1 38.7 3.9 0.1 27.2 14.1 Delay (s) 69.9 58.7 76.1 36.8 32.9 100.0 34.7 22.6 91.6 52.1 Level of Service E E E D C F C C F D Approach Delay (s) 61.7 57.7 41.2 47.9 Approach LOS E E D D Intersection Summary HCM 2000 Control Delay 48.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.85 Actuated Cycle Length (s) 136.1 Sum of lost time (s) 19.0 Intersection Capacity Utilization 84.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 2035 + Project AM Peak 1: Fowler Avenue & Clinton Avenue 02/26/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Movement SBR Lane Configurations Traffic Volume (vph) 229 Future Volume (vph) 229 Ideal Flow (vphpl) 1900 Total Lost time (s) 5.3 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 0.95 Adj. Flow (vph) 241 RTOR Reduction (vph) 87 Lane Group Flow (vph) 154 Confl. Peds. (#/hr) Turn Type Perm Protected Phases Permitted Phases 6 Actuated Green, G (s) 55.2 Effective Green, g (s) 55.2 Actuated g/C Ratio 0.41 Clearance Time (s) 5.3 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 635 v/s Ratio Prot v/s Ratio Perm 0.10 v/c Ratio 0.24 Uniform Delay, d1 26.7 Progression Factor 1.00 Incremental Delay, d2 0.2 Delay (s) 26.9 Level of Service C Approach Delay (s) Approach LOS Intersection Summary HCM 2010 AWSC 2035 + Project AM Peak 2: Armstrong Avenue & Clinton Avenue 02/26/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 4 Intersection Intersection Delay, s/veh559.7 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 92 136 53 120 381 66 72 424 24 76 891 138 Future Vol, veh/h 92 136 53 120 381 66 72 424 24 76 891 138 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 3 33333333333 Mvmt Flow 100 148 58 130 414 72 78 461 26 83 968 150 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 78.2 309.7 263.3 949.9 HCM LOS F F F F Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 14% 33% 21% 7% Vol Thru, % 82% 48% 67% 81% Vol Right, % 5% 19% 12% 12% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 520 281 567 1105 LT Vol 72 92 120 76 Through Vol 424 136 381 891 RT Vol 24 53 66 138 Lane Flow Rate 565 305 616 1201 Geometry Grp 1111 Degree of Util (X) 1.439 0.815 1.565 3.038 Departure Headway (Hd) 17.12820.55415.35712.121 Convergence, Y/N Yes Yes Yes Yes Cap 220 180 247 312 Service Time 15.12818.55413.35710.121 HCM Lane V/C Ratio 2.568 1.694 2.494 3.849 HCM Control Delay 263.3 78.2 309.7 949.9 HCM Lane LOS FFFF HCM 95th-tile Q 17.9 5.6 22.6 79.9 HCM 2010 Signalized Intersection Summary 2035 + Project AM Peak 3: Temperance Avenue & Clinton Avenue 02/26/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 38 151 75 281 247 237 155 1195 184 221 1834 152 Future Volume (veh/h) 38 151 75 281 247 237 155 1195 184 221 1834 152 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 44 176 87 327 287 276 180 1390 214 257 2133 177 Adj No. of Lanes 110110111110 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 56 317 157 144 279 268 95 823 697 119 773 64 Arrive On Green 0.03 0.27 0.27 0.08 0.32 0.32 0.05 0.45 0.45 0.07 0.46 0.46 Sat Flow, veh/h 1757 1165 576 1757 865 832 1757 1845 1563 1757 1680 139 Grp Volume(v), veh/h 44 0 263 327 0 563 180 1390 214 257 0 2310 Grp Sat Flow(s),veh/h/ln 1757 0 1741 1757 0 1698 1757 1845 1563 1757 0 1820 Q Serve(g_s), s 3.6 0.0 18.7 11.8 0.0 46.5 7.8 64.4 12.7 9.8 0.0 66.4 Cycle Q Clear(g_c), s 3.6 0.0 18.7 11.8 0.0 46.5 7.8 64.4 12.7 9.8 0.0 66.4 Prop In Lane 1.00 0.33 1.00 0.49 1.00 1.00 1.00 0.08 Lane Grp Cap(c), veh/h 56 0 474 144 0 547 95 823 697 119 0 837 V/C Ratio(X) 0.78 0.00 0.55 2.28 0.00 1.03 1.90 1.69 0.31 2.15 0.00 2.76 Avail Cap(c_a), veh/h 65 0 482 144 0 547 95 823 697 119 0 837 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 69.3 0.0 45.0 66.3 0.0 48.9 68.3 40.0 25.6 67.3 0.0 39.0 Incr Delay (d2), s/veh 40.4 0.0 1.3 596.0 0.0 46.2 439.9 315.2 0.2 546.3 0.0 795.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 0.0 9.2 29.5 0.0 28.7 15.4 104.8 5.5 22.8 0.0 218.1 LnGrp Delay(d),s/veh 109.8 0.0 46.3 662.3 0.0 95.1 508.2 355.2 25.9 613.6 0.0 834.0 LnGrp LOS F D F F F F C F F Approach Vol, veh/h 307 890 1784 2567 Approach Delay, s/veh 55.4 303.5 331.1 812.0 Approach LOS E F F F Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.0 69.7 16.0 44.6 12.0 71.7 8.8 51.8 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 9.8 64.4 * 12 40.0 * 7.8 66.4 * 5.3 46.5 Max Q Clear Time (g_c+I1), s 11.8 66.4 13.8 20.7 9.8 68.4 5.6 48.5 Green Ext Time (p_c), s 0.0 0.0 0.0 1.3 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 533.9 HCM 2010 LOS F Notes HCM 2010 TWSC 2035 + Project AM Peak 4: Fowler Avenue & Kerry Avenue 02/26/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Intersection Int Delay, s/veh 2.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 147 749 9 113 947 Future Vol, veh/h 0 147 749 9 113 947 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - 250 - 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 0 171 871 10 131 1101 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 876 0 0 881 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.23 - - 4.13 - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.327 - - 2.227 - Pot Cap-1 Maneuver 0 347 - - 763 - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver - 347 - - 763 - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 25 0 1.1 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 347 763 - HCM Lane V/C Ratio - - 0.493 0.172 - HCM Control Delay (s) - - 25 10.7 - HCM Lane LOS - - D B - HCM 95th %tile Q(veh) - - 2.6 0.6 - HCM 2010 TWSC 2035 + Project AM Peak 5: Fowler Avenue & McKinley Avenue 02/26/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 9 Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 51 34 206 333 96 82 295 620 169 54 783 95 Future Vol, veh/h 51 34 206 333 96 82 295 620 169 54 783 95 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 - - 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 59 40 240 387 112 95 343 721 197 63 910 110 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2700 2695 965 2737 2652 820 1020 0 0 918 0 0 Stage 1 1091 1091 - 1506 1506 ------- Stage 2 1609 1604 - 1231 1146 ------- 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 ~ 14 ~ 21 308 ~ 13 ~ 23 373 676 - - 739 - - Stage 1 259 290 - ~ 150 183 ------- Stage 2 131 164 - ~ 216 273 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver - ~ 9 308 - ~ 10 373 676 - - 739 - - Mov Cap-2 Maneuver - ~ 9 - - ~ 10 ------- Stage 1 128 265 - ~ 74 ~ 90 ------- Stage 2 - 81 - ~ 37 250 ------- Approach EB WB NB SB HCM Control Delay, s 4.3 0.6 HCM LOS - - Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 676 - - - 54 - 18 739 - - HCM Lane V/C Ratio 0.507 - - - 5.168 -11.499 0.085 - - HCM Control Delay (s) 15.7 - - -$ 2026.6 -$ 5139.2 10.3 - - HCM Lane LOS C - - - F - F B - - HCM 95th %tile Q(veh) 2.9 - - - 31.5 - 26.5 0.3 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 AWSC 2035 + Project AM Peak 6: Fowler Avenue & Floradora Avenue 02/26/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 10 Intersection Intersection Delay, s/veh 335.2 Intersection LOS F Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 16 2 1092 19 15 1316 Future Vol, veh/h 16 2 1092 19 15 1316 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, %333333 Mvmt Flow 17 2 1138 20 16 1371 Number of Lanes 101001 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB WB Conflicting Lanes Right 1 1 0 HCM Control Delay 12.1 264 399 HCM LOS B F F Lane NBLn1 WBLn1 SBLn1 Vol Left, % 0% 89% 1% Vol Thru, % 98% 0% 99% Vol Right, % 2% 11% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 1111 18 1331 LT Vol 0 16 15 Through Vol 1092 0 1316 RT Vol 19 2 0 Lane Flow Rate 1157 19 1386 Geometry Grp 1 1 1 Degree of Util (X) 1.534 0.037 1.843 Departure Headway (Hd) 5.577 8.733 5.328 Convergence, Y/N Yes Yes Yes Cap 660 413 693 Service Time 3.577 6.733 3.328 HCM Lane V/C Ratio 1.753 0.046 2 HCM Control Delay 264 12.1 399 HCM Lane LOS F B F HCM 95th-tile Q 50.4 0.1 77.2 HCM 2010 AWSC 2035 + Project AM Peak 7: Fowler Avenue & Olive Avenue 02/26/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 11 Intersection Intersection Delay, s/veh715.7 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 141 168 35 591 497 3 38 952 149 35 1187 110 Future Vol, veh/h 141 168 35 591 497 3 38 952 149 35 1187 110 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, % 3 33333333333 Mvmt Flow 145 173 36 609 512 3 39 981 154 36 1224 113 Number of Lanes 1 10110010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 44.5 279.4 882.9 1103.3 HCM LOS E F F F Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, % 3% 100% 0% 100% 0% 3% Vol Thru, % 84% 0% 83% 0% 99% 89% Vol Right, % 13% 0% 17% 0% 1% 8% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 1139 141 203 591 500 1332 LT Vol 38 141 0 591 0 35 Through Vol 952 0 168 0 497 1187 RT Vol 149 0 35 0 3 110 Lane Flow Rate 1174 145 209 609 515 1373 Geometry Grp 277772 Degree of Util (X) 2.88 0.414 0.56 1.632 1.309 3.378 Departure Headway (Hd) 13.59921.93421.26516.32315.77912.578 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 282 166 172 232 237 302 Service Time 11.59919.63418.96514.02313.47910.578 HCM Lane V/C Ratio 4.163 0.873 1.215 2.625 2.173 4.546 HCM Control Delay 882.9 39.3 48.1 340.7 206.91103.3 HCM Lane LOS F E E F F F HCM 95th-tile Q 66.5 1.8 2.9 23.2 15.9 89.1 HCM Signalized Intersection Capacity Analysis 2035 + Project PM Peak 1: Fowler Avenue & Clinton Avenue 02/26/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 137 205 79 211 101 62 17 36 670 318 96 641 Future Volume (vph) 137 205 79 211 101 62 17 36 670 318 96 641 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 5.3 5.3 4.2 5.3 Lane Util. Factor 1.00 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 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 1768 1752 1845 1568 1752 1845 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 1768 1752 1845 1568 1752 1845 1568 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) 146 218 84 224 107 66 18 38 713 338 102 682 RTOR Reduction (vph) 0 13 0 0 0 51 0 0 0 56 0 0 Lane Group Flow (vph) 146 289 0 224 107 15 0 56 713 282 102 682 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) 12.6 23.1 14.8 25.3 25.3 3.9 46.9 46.9 7.3 50.3 Effective Green, g (s) 12.6 23.1 14.8 25.3 25.3 3.9 46.9 46.9 7.3 50.3 Actuated g/C Ratio 0.11 0.21 0.13 0.23 0.23 0.04 0.42 0.42 0.07 0.45 Clearance Time (s) 4.2 5.3 4.2 5.3 5.3 4.2 5.3 5.3 4.2 5.3 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) 198 367 233 420 357 61 778 661 115 835 v/s Ratio Prot 0.08 c0.16 c0.13 0.06 0.03 c0.39 c0.06 c0.37 v/s Ratio Perm 0.01 0.18 v/c Ratio 0.74 0.79 0.96 0.25 0.04 0.92 0.92 0.43 0.89 0.82 Uniform Delay, d1 47.6 41.7 47.9 35.2 33.5 53.4 30.3 22.6 51.5 26.4 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 13.3 10.7 47.9 0.3 0.0 85.4 15.4 0.4 50.0 6.2 Delay (s) 61.0 52.4 95.8 35.5 33.5 138.8 45.7 23.1 101.5 32.6 Level of Service E D F D C F D C F C Approach Delay (s) 55.2 69.2 43.5 39.3 Approach LOS E E D D Intersection Summary HCM 2000 Control Delay 47.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 111.1 Sum of lost time (s) 19.0 Intersection Capacity Utilization 83.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 2035 + Project PM Peak 1: Fowler Avenue & Clinton Avenue 02/26/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Movement SBR Lane Configurations Traffic Volume (vph) 77 Future Volume (vph) 77 Ideal Flow (vphpl) 1900 Total Lost time (s) 5.3 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 0.94 Adj. Flow (vph) 82 RTOR Reduction (vph) 45 Lane Group Flow (vph) 37 Turn Type Perm Protected Phases Permitted Phases 6 Actuated Green, G (s) 50.3 Effective Green, g (s) 50.3 Actuated g/C Ratio 0.45 Clearance Time (s) 5.3 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 709 v/s Ratio Prot v/s Ratio Perm 0.02 v/c Ratio 0.05 Uniform Delay, d1 17.0 Progression Factor 1.00 Incremental Delay, d2 0.0 Delay (s) 17.1 Level of Service B Approach Delay (s) Approach LOS Intersection Summary HCM 2010 AWSC 2035 + Project PM Peak 2: Armstrong Avenue & Clinton Avenue 02/26/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 4 Intersection Intersection Delay, s/veh 479 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 110 401 42 62 219 28 43 791 100 60 507 41 Future Vol, veh/h 110 401 42 62 219 28 43 791 100 60 507 41 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 120 436 46 67 238 30 47 860 109 65 551 45 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 311.2 94.3 771.2 378.2 HCM LOS F F F F Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 5% 20% 20% 10% Vol Thru, % 85% 73% 71% 83% Vol Right, % 11% 8% 9% 7% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 934 553 309 608 LT Vol 43 110 62 60 Through Vol 791 401 219 507 RT Vol 100 42 28 41 Lane Flow Rate 1015 601 336 661 Geometry Grp 1111 Degree of Util (X) 2.631 1.566 0.899 1.719 Departure Headway (Hd) 13.349 15.6920.38216.353 Convergence, Y/N Yes Yes Yes Yes Cap 284 240 181 231 Service Time 11.349 13.6918.38214.353 HCM Lane V/C Ratio 3.574 2.504 1.856 2.861 HCM Control Delay 771.2 311.2 94.3 378.2 HCM Lane LOS FFFF HCM 95th-tile Q 59.5 22.3 6.7 25.4 HCM 2010 Signalized Intersection Summary 2035 + Project PM Peak 3: Temperance Avenue & Clinton Avenue 02/26/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 182 213 155 154 94 134 121 1858 310 145 1362 63 Future Volume (veh/h) 182 213 155 154 94 134 121 1858 310 145 1362 63 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 184 215 157 156 95 135 122 1877 313 146 1376 64 Adj No. of Lanes 110110111110 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %333333333333 Cap, veh/h 113 235 172 101 158 225 88 953 810 88 904 42 Arrive On Green 0.06 0.24 0.24 0.06 0.23 0.23 0.05 0.52 0.52 0.05 0.52 0.52 Sat Flow, veh/h 1757 992 725 1757 690 981 1757 1845 1568 1757 1749 81 Grp Volume(v), veh/h 184 0 372 156 0 230 122 1877 313 146 0 1440 Grp Sat Flow(s),veh/h/ln 1757 0 1717 1757 0 1672 1757 1845 1568 1757 0 1830 Q Serve(g_s), s 8.8 0.0 28.8 7.8 0.0 16.8 6.8 70.4 16.4 6.8 0.0 70.4 Cycle Q Clear(g_c), s 8.8 0.0 28.8 7.8 0.0 16.8 6.8 70.4 16.4 6.8 0.0 70.4 Prop In Lane 1.00 0.42 1.00 0.59 1.00 1.00 1.00 0.04 Lane Grp Cap(c), veh/h 113 0 406 101 0 383 88 953 810 88 0 946 V/C Ratio(X) 1.62 0.00 0.92 1.55 0.00 0.60 1.39 1.97 0.39 1.67 0.00 1.52 Avail Cap(c_a), veh/h 113 0 517 101 0 491 88 953 810 88 0 946 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 63.7 0.0 50.7 64.2 0.0 46.9 64.7 32.9 19.9 64.7 0.0 32.9 Incr Delay (d2), s/veh 316.4 0.0 18.2 291.0 0.0 1.5 231.7 440.1 0.3 344.1 0.0 240.7 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 14.2 0.0 15.7 11.9 0.0 7.9 8.9 152.2 7.2 11.7 0.0 98.7 LnGrp Delay(d),s/veh 380.1 0.0 68.8 355.2 0.0 48.4 296.4 473.0 20.2 408.8 0.0 273.6 LnGrp LOS F E F D F F C F F Approach Vol, veh/h 556 386 2312 1586 Approach Delay, s/veh 171.8 172.4 402.4 286.0 Approach LOS FFFF Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 75.7 12.0 37.6 11.0 75.7 13.0 36.6 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 6.8 70.4 * 7.8 41.0 * 6.8 70.4 * 8.8 40.0 Max Q Clear Time (g_c+I1), s 8.8 72.4 9.8 30.8 8.8 72.4 10.8 18.8 Green Ext Time (p_c), s 0.0 0.0 0.0 1.5 0.0 0.0 0.0 1.2 Intersection Summary HCM 2010 Ctrl Delay 319.4 HCM 2010 LOS F Notes HCM 2010 TWSC 2035 + Project PM Peak 4: Fowler Avenue & Kerry Avenue 02/26/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 8 Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 51 968 37 44 956 Future Vol, veh/h 0 51 968 37 44 956 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - 250 - 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 0 55 1052 40 48 1039 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 1072 0 0 1092 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.23 - - 4.13 - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.327 - - 2.227 - Pot Cap-1 Maneuver 0 267 - - 635 - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver - 267 - - 635 - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 22 0 0.5 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 267 635 - HCM Lane V/C Ratio - - 0.208 0.075 - HCM Control Delay (s) - - 22 11.1 - HCM Lane LOS - - C B - HCM 95th %tile Q(veh) - - 0.8 0.2 - HCM 2010 TWSC 2035 + Project PM Peak 5: Fowler Avenue & McKinley Avenue 02/26/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 9 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 112 74 282 113 34 45 281 845 246 82 811 94 Future Vol, veh/h 112 74 282 113 34 45 281 845 246 82 811 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 - - 250 - - 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 122 80 307 123 37 49 305 918 267 89 882 102 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2816 2906 933 2967 2824 1052 984 0 0 1185 0 0 Stage 1 1111 1111 - 1662 1662 ------- Stage 2 1705 1795 - 1305 1162 ------- 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 ~ 11 ~ 16 321 ~ 9 ~ 18 274 698 - - 586 - - Stage 1 253 283 - ~ 122 153 ------- Stage 2 ~ 115 132 - 196 268 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver - ~ 8 321 - ~ 9 274 698 - - 586 - - Mov Cap-2 Maneuver - ~ 8 - - ~ 9 ------- Stage 1 142 240 - ~ 69 86 ------- Stage 2 ~ 30 ~ 74 - ~ 5 227 ------- Approach EB WB NB SB HCM Control Delay, s 2.9 1 HCM LOS - - Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 698 - - - 35 - 20 586 - - HCM Lane V/C Ratio 0.438 - - -11.056 - 4.293 0.152 - - HCM Control Delay (s) 14.1 - - -$ 4743.4 -$ 1873.1 12.2 - - HCM Lane LOS B - - - F - F B - - HCM 95th %tile Q(veh) 2.2 - - - 47.1 - 11.1 0.5 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 AWSC 2035 + Project PM Peak 6: Fowler Avenue & Floradora Avenue 02/26/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 10 Intersection Intersection Delay, s/veh 395.8 Intersection LOS F Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 17 10 1378 16 3 1218 Future Vol, veh/h 17 10 1378 16 3 1218 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, %333333 Mvmt Flow 18 11 1451 17 3 1282 Number of Lanes 101001 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB WB Conflicting Lanes Right 1 1 0 HCM Control Delay 12.2 448.8 343.7 HCM LOS B F F Lane NBLn1 WBLn1 SBLn1 Vol Left, % 0% 63% 0% Vol Thru, % 99% 0% 100% Vol Right, % 1% 37% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 1394 27 1221 LT Vol 0 17 3 Through Vol 1378 0 1218 RT Vol 16 10 0 Lane Flow Rate 1467 28 1285 Geometry Grp 1 1 1 Degree of Util (X) 1.954 0.055 1.715 Departure Headway (Hd) 5.521 8.727 5.733 Convergence, Y/N Yes Yes Yes Cap 675 413 643 Service Time 3.521 6.727 3.733 HCM Lane V/C Ratio 2.173 0.068 1.998 HCM Control Delay 448.8 12.2 343.7 HCM Lane LOS F B F HCM 95th-tile Q 83.5 0.2 62.6 HCM 2010 AWSC 2035 + Project PM Peak 7: Fowler Avenue & Olive Avenue 02/26/2018 Baseline Synchro 10 Report JLB Traffic Engineering, Inc.Page 11 Intersection Intersection Delay, s/veh909.6 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 247 394 75 373 301 45 15 1105 296 17 1078 119 Future Vol, veh/h 247 394 75 373 301 45 15 1105 296 17 1078 119 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 268 428 82 405 327 49 16 1201 322 18 1172 129 Number of Lanes 1 10110010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 194.1 157.2 1423.3 1178 HCM LOS F F F F Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, % 1% 100% 0% 100% 0% 1% Vol Thru, % 78% 0% 84% 0% 87% 89% Vol Right, % 21% 0% 16% 0% 13% 10% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 1416 247 469 373 346 1214 LT Vol 15 247 0 373 0 17 Through Vol 1105 0 394 0 301 1078 RT Vol 296 0 75 0 45 119 Lane Flow Rate 1539 268 510 405 376 1320 Geometry Grp 277772 Degree of Util (X) 4.069 0.764 1.364 1.154 1.009 3.513 Departure Headway (Hd) 17.02524.405 23.7624.52123.90118.663 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 231 150 158 154 158 211 Service Time 15.02522.105 21.4622.22121.60116.663 HCM Lane V/C Ratio 6.662 1.787 3.228 2.63 2.38 6.256 HCM Control Delay 1423.3 79.9 254.3 179.9 132.8 1178 HCM Lane LOS FFFFFF HCM 95th-tile Q 84.9 4.7 12.9 9.5 7.6 64.5 HCM Signalized Intersection Capacity Analysis 2035 + Project AM Peak 1: Fowler Avenue & Clinton Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 49 89 48 358 202 96 34 95 598 199 48 641 Future Volume (vph) 49 89 48 358 202 96 34 95 598 199 48 641 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 5.3 5.3 4.2 5.3 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 0.95 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 1747 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 1747 1752 1845 1568 1752 3505 1568 1752 1845 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 52 94 51 377 213 101 36 100 629 209 51 675 RTOR Reduction (vph) 0 15 0 0 0 64 0 0 0 60 0 0 Lane Group Flow (vph) 52 130 0 377 213 37 0 136 629 149 51 675 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) 7.3 17.9 31.9 42.5 42.5 12.1 60.0 60.0 7.3 55.2 Effective Green, g (s) 7.3 17.9 31.9 42.5 42.5 12.1 60.0 60.0 7.3 55.2 Actuated g/C Ratio 0.05 0.13 0.23 0.31 0.31 0.09 0.44 0.44 0.05 0.41 Clearance Time (s) 4.2 5.3 4.2 5.3 5.3 4.2 5.3 5.3 4.2 5.3 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) 93 229 410 576 489 155 1545 691 93 748 v/s Ratio Prot 0.03 c0.07 c0.22 0.12 c0.08 0.18 0.03 c0.37 v/s Ratio Perm 0.02 0.09 v/c Ratio 0.56 0.57 0.92 0.37 0.08 0.88 0.41 0.22 0.55 0.90 Uniform Delay, d1 62.8 55.5 50.8 36.4 33.0 61.3 25.9 23.5 62.8 37.9 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 7.1 3.2 25.3 0.4 0.1 38.7 0.2 0.2 6.5 14.1 Delay (s) 69.9 58.7 76.1 36.8 33.0 100.0 26.1 23.7 69.3 52.1 Level of Service E E E D C F C C E D Approach Delay (s) 61.7 57.7 35.9 46.7 Approach LOS E E D D Intersection Summary HCM 2000 Control Delay 46.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.85 Actuated Cycle Length (s) 136.1 Sum of lost time (s) 19.0 Intersection Capacity Utilization 84.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 2035 + Project AM Peak 1: Fowler Avenue & Clinton Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Movement SBR Lane Configurations Traffic Volume (vph) 229 Future Volume (vph) 229 Ideal Flow (vphpl) 1900 Total Lost time (s) 5.3 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 0.95 Adj. Flow (vph) 241 RTOR Reduction (vph) 87 Lane Group Flow (vph) 154 Turn Type Perm Protected Phases Permitted Phases 6 Actuated Green, G (s) 55.2 Effective Green, g (s) 55.2 Actuated g/C Ratio 0.41 Clearance Time (s) 5.3 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 635 v/s Ratio Prot v/s Ratio Perm 0.10 v/c Ratio 0.24 Uniform Delay, d1 26.7 Progression Factor 1.00 Incremental Delay, d2 0.2 Delay (s) 26.9 Level of Service C Approach Delay (s) Approach LOS Intersection Summary HCM 2010 Signalized Intersection Summary 2035 + Project AM Peak 2: Armstrong Avenue & Clinton Avenue 02/26/2018 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) 92 136 53 120 381 66 72 424 24 76 891 138 Future Volume (veh/h) 92 136 53 120 381 66 72 424 24 76 891 138 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 100 148 58 130 414 72 78 461 26 83 968 150 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 127 341 134 163 445 77 100 1192 67 107 1087 168 Arrive On Green 0.07 0.27 0.27 0.09 0.29 0.29 0.06 0.35 0.35 0.06 0.36 0.36 Sat Flow, veh/h 1757 1263 495 1757 1531 266 1757 3374 190 1757 3043 471 Grp Volume(v), veh/h 100 0 206 130 0 486 78 239 248 83 557 561 Grp Sat Flow(s),veh/h/ln 1757 0 1757 1757 0 1798 1757 1752 1811 1757 1752 1762 Q Serve(g_s), s 4.8 0.0 8.3 6.2 0.0 22.4 3.7 8.7 8.7 4.0 25.5 25.6 Cycle Q Clear(g_c), s 4.8 0.0 8.3 6.2 0.0 22.4 3.7 8.7 8.7 4.0 25.5 25.6 Prop In Lane 1.00 0.28 1.00 0.15 1.00 0.10 1.00 0.27 Lane Grp Cap(c), veh/h 127 0 475 163 0 523 100 619 640 107 626 629 V/C Ratio(X) 0.79 0.00 0.43 0.80 0.00 0.93 0.78 0.39 0.39 0.78 0.89 0.89 Avail Cap(c_a), veh/h 140 0 475 266 0 542 120 619 640 206 673 676 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 38.9 0.0 25.7 37.8 0.0 29.4 39.7 20.6 20.6 39.4 25.8 25.8 Incr Delay (d2), s/veh 23.6 0.0 0.6 8.6 0.0 22.3 23.8 0.4 0.4 11.5 13.4 13.4 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 3.1 0.0 4.1 3.4 0.0 14.3 2.5 4.2 4.4 2.3 14.6 14.6 LnGrp Delay(d),s/veh 62.5 0.0 26.3 46.4 0.0 51.7 63.5 21.0 21.0 50.9 39.2 39.2 LnGrp LOS E C D D E CCDDD Approach Vol, veh/h 306 616 565 1201 Approach Delay, s/veh 38.1 50.6 26.9 40.0 Approach LOS DDCD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.4 35.4 12.1 28.3 9.0 35.7 10.3 30.1 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 10 28.5 * 13 19.6 * 5.8 32.7 * 6.8 25.7 Max Q Clear Time (g_c+I1), s 6.0 10.7 8.2 10.3 5.7 27.6 6.8 24.4 Green Ext Time (p_c), s 0.0 2.4 0.1 0.6 0.0 2.9 0.0 0.4 Intersection Summary HCM 2010 Ctrl Delay 39.4 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary 2035 + Project AM Peak 3: Temperance Avenue & Clinton Avenue 02/26/2018 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) 38 151 75 281 247 237 155 1195 184 221 1834 152 Future Volume (veh/h) 38 151 75 281 247 237 155 1195 184 221 1834 152 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 44 176 87 327 287 276 180 1390 214 257 2133 177 Adj No. of Lanes 110111131130 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 56 206 102 273 554 471 162 1805 560 282 2021 166 Arrive On Green 0.03 0.18 0.18 0.16 0.30 0.30 0.09 0.36 0.36 0.16 0.43 0.43 Sat Flow, veh/h 1757 1165 576 1757 1845 1568 1757 5036 1561 1757 4742 390 Grp Volume(v), veh/h 44 0 263 327 287 276 180 1390 214 257 1504 806 Grp Sat Flow(s),veh/h/ln 1757 0 1741 1757 1845 1568 1757 1679 1561 1757 1679 1775 Q Serve(g_s), s 3.2 0.0 18.7 19.8 16.5 19.1 11.8 31.2 13.0 18.4 54.4 54.4 Cycle Q Clear(g_c), s 3.2 0.0 18.7 19.8 16.5 19.1 11.8 31.2 13.0 18.4 54.4 54.4 Prop In Lane 1.00 0.33 1.00 1.00 1.00 1.00 1.00 0.22 Lane Grp Cap(c), veh/h 56 0 309 273 554 471 162 1805 560 282 1431 757 V/C Ratio(X) 0.78 0.00 0.85 1.20 0.52 0.59 1.11 0.77 0.38 0.91 1.05 1.06 Avail Cap(c_a), veh/h 128 0 546 273 730 620 162 1805 560 299 1431 757 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 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 61.3 0.0 50.9 53.9 37.0 37.9 57.9 36.3 30.4 52.7 36.6 36.6 Incr Delay (d2), s/veh 20.2 0.0 6.6 119.7 0.8 1.2 102.5 2.1 0.4 29.6 38.5 51.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 0.0 9.6 18.6 8.5 8.4 10.3 14.8 5.6 11.2 32.7 37.3 LnGrp Delay(d),s/veh 81.5 0.0 57.5 173.6 37.8 39.1 160.5 38.4 30.9 82.3 75.1 88.0 LnGrp LOS F E F D D F D C F F F Approach Vol, veh/h 307 890 1784 2567 Approach Delay, s/veh 60.9 88.1 49.8 79.9 Approach LOS E F D E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 24.7 51.0 24.0 27.9 16.0 59.7 8.3 43.6 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 22 44.5 * 20 40.0 * 12 54.4 * 9.3 50.5 Max Q Clear Time (g_c+I1), s 20.4 33.2 21.8 20.7 13.8 56.4 5.2 21.1 Green Ext Time (p_c), s 0.1 7.0 0.0 1.3 0.0 0.0 0.0 2.5 Intersection Summary HCM 2010 Ctrl Delay 70.5 HCM 2010 LOS E Notes HCM 2010 TWSC 2035 + Project AM Peak 4: Fowler Avenue & Kerry Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 10 Intersection Int Delay, s/veh 1.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 147 749 9 113 947 Future Vol, veh/h 0 147 749 9 113 947 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - 250 - 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 0 171 871 10 131 1101 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 441 0 0 881 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.945 - - 4.145 - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.3285 - -2.2285 - Pot Cap-1 Maneuver 0 562 - - 760 - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver - 562 - - 760 - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 14.2 0 1.1 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 562 760 - HCM Lane V/C Ratio - - 0.304 0.173 - HCM Control Delay (s) - - 14.2 10.7 - HCM Lane LOS - - B B - HCM 95th %tile Q(veh) - - 1.3 0.6 - HCM 2010 Signalized Intersection Summary 2035 + Project AM Peak 5: Fowler Avenue & McKinley Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 51 34 206 333 96 82 295 620 169 54 783 95 Future Volume (veh/h) 51 34 206 333 96 82 295 620 169 54 783 95 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 59 40 240 387 112 95 343 721 197 63 910 110 Adj No. of Lanes 111111121121 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 76 258 544 406 604 514 364 1545 691 81 979 438 Arrive On Green 0.04 0.14 0.14 0.23 0.33 0.33 0.21 0.44 0.44 0.05 0.28 0.28 Sat Flow, veh/h 1757 1845 1568 1757 1845 1568 1757 3505 1568 1757 3505 1568 Grp Volume(v), veh/h 59 40 240 387 112 95 343 721 197 63 910 110 Grp Sat Flow(s),veh/h/ln 1757 1845 1568 1757 1845 1568 1757 1752 1568 1757 1752 1568 Q Serve(g_s), s 4.4 2.5 15.7 29.0 5.8 5.8 25.6 19.3 10.7 4.7 33.7 7.2 Cycle Q Clear(g_c), s 4.4 2.5 15.7 29.0 5.8 5.8 25.6 19.3 10.7 4.7 33.7 7.2 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 76 258 544 406 604 514 364 1545 691 81 979 438 V/C Ratio(X) 0.78 0.16 0.44 0.95 0.19 0.18 0.94 0.47 0.28 0.78 0.93 0.25 Avail Cap(c_a), veh/h 141 470 725 406 748 636 366 1545 691 158 1009 452 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 63.2 50.4 33.5 50.6 32.1 32.1 52.0 26.2 23.8 62.9 46.8 37.2 Incr Delay (d2), s/veh 15.8 0.3 0.6 32.8 0.1 0.2 32.1 0.2 0.2 15.0 14.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 1.3 6.9 17.8 3.0 2.5 15.7 9.4 4.7 2.6 18.2 3.2 LnGrp Delay(d),s/veh 78.9 50.7 34.1 83.4 32.2 32.2 84.2 26.5 24.1 78.0 60.9 37.5 LnGrp LOS E D C F C C F C C E E D Approach Vol, veh/h 339 594 1261 1083 Approach Delay, s/veh 43.9 65.6 41.8 59.5 Approach LOS D E D E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.3 64.1 35.0 23.9 31.9 42.5 9.9 49.0 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 12 54.2 * 31 34.0 * 28 38.4 * 11 54.1 Max Q Clear Time (g_c+I1), s 6.7 21.3 31.0 17.7 27.6 35.7 6.4 7.8 Green Ext Time (p_c), s 0.0 5.7 0.0 0.9 0.0 1.5 0.0 0.9 Intersection Summary HCM 2010 Ctrl Delay 52.2 HCM 2010 LOS D Notes HCM 2010 Roundabout 2035 + Project AM Peak 6: Fowler Avenue & Floradora Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 14 Intersection Intersection Delay, s/veh11.2 Intersection LOS B Approach WB NB SB Entry Lanes 1 2 2 Conflicting Circle Lanes 2 2 2 Adj Approach Flow, veh/h 19 1158 1387 Demand Flow Rate, veh/h 20 1193 1428 Vehicles Circulating, veh/h 1172 16 18 Vehicles Exiting, veh/h 37 1430 1174 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 8.1 9.8 12.4 Approach LOS A A B Lane Left Left Right Left Right Designated Moves LR LT TR LT TR Assumed Moves LR LT TR LT TR RT Channelized Lane Util 1.000 0.470 0.530 0.470 0.530 Critical Headway, s 4.113 4.293 4.113 4.293 4.113 Entry Flow, veh/h 20 561 632 671 757 Cap Entry Lane, veh/h 497 1116 1117 1115 1116 Entry HV Adj Factor 0.950 0.970 0.971 0.971 0.971 Flow Entry, veh/h 19 544 614 652 735 Cap Entry, veh/h 473 1083 1085 1083 1083 V/C Ratio 0.040 0.502 0.566 0.602 0.678 Control Delay, s/veh 8.1 9.1 10.4 11.2 13.4 LOS A A B B B 95th %tile Queue, veh 0 3 4 4 6 HCM 2010 Signalized Intersection Summary 2035 + Project AM Peak 7: Fowler Avenue & Olive Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 141 168 35 591 497 3 38 952 149 35 1187 110 Future Volume (veh/h) 141 168 35 591 497 3 38 952 149 35 1187 110 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 145 173 36 609 512 3 39 981 154 36 1224 113 Adj No. of Lanes 111211121121 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333333333 Cap, veh/h 170 395 336 622 553 470 62 1244 557 59 1239 554 Arrive On Green 0.10 0.21 0.21 0.18 0.30 0.30 0.04 0.36 0.36 0.03 0.35 0.35 Sat Flow, veh/h 1757 1845 1568 3408 1845 1568 1757 3505 1568 1757 3505 1568 Grp Volume(v), veh/h 145 173 36 609 512 3 39 981 154 36 1224 113 Grp Sat Flow(s),veh/h/ln 1757 1845 1568 1704 1845 1568 1757 1752 1568 1757 1752 1568 Q Serve(g_s), s 7.0 7.0 1.6 15.4 23.3 0.1 1.9 21.7 6.1 1.8 30.0 4.3 Cycle Q Clear(g_c), s 7.0 7.0 1.6 15.4 23.3 0.1 1.9 21.7 6.1 1.8 30.0 4.3 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 170 395 336 622 553 470 62 1244 557 59 1239 554 V/C Ratio(X) 0.85 0.44 0.11 0.98 0.93 0.01 0.63 0.79 0.28 0.61 0.99 0.20 Avail Cap(c_a), veh/h 170 426 362 622 584 496 101 1244 557 101 1239 554 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 38.5 29.5 27.4 35.2 29.4 21.3 41.2 25.0 20.0 41.3 27.8 19.5 Incr Delay (d2), s/veh 31.4 0.8 0.1 30.8 20.4 0.0 10.2 3.5 0.3 9.9 22.7 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 4.9 3.7 0.7 9.8 14.9 0.1 1.1 11.1 2.6 1.0 18.4 1.9 LnGrp Delay(d),s/veh 69.9 30.3 27.5 66.0 49.8 21.3 51.4 28.5 20.2 51.2 50.5 19.7 LnGrp LOS E C C E DCDCCDDB Approach Vol, veh/h 354 1124 1174 1373 Approach Delay, s/veh 46.2 58.5 28.2 48.0 Approach LOS D E C D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.1 36.0 20.0 23.5 7.2 35.9 12.6 30.9 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 4.9 * 4.2 5.3 * 4.2 4.9 Max Green Setting (Gmax), s * 5 30.6 * 16 20.0 * 5 30.6 * 8.4 27.4 Max Q Clear Time (g_c+I1), s 3.8 23.7 17.4 9.0 3.9 32.0 9.0 25.3 Green Ext Time (p_c), s 0.0 3.7 0.0 0.7 0.0 0.0 0.0 0.7 Intersection Summary HCM 2010 Ctrl Delay 45.0 HCM 2010 LOS D Notes HCM Signalized Intersection Capacity Analysis 2035 + Project PM Peak 1: Fowler Avenue & Clinton Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 1 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 137 205 79 211 101 62 17 36 670 318 96 641 Future Volume (vph) 137 205 79 211 101 62 17 36 670 318 96 641 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 5.3 5.3 4.2 5.3 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 0.96 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 1768 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 1768 1752 1845 1568 1752 3505 1568 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) 146 218 84 224 107 66 18 38 713 338 102 682 RTOR Reduction (vph) 0 13 0 0 0 57 0 0 0 116 0 0 Lane Group Flow (vph) 146 289 0 224 107 9 0 56 713 222 102 682 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) 24.7 24.4 15.9 15.6 15.6 6.8 45.3 45.3 11.4 49.9 Effective Green, g (s) 24.7 24.4 15.9 15.6 15.6 6.8 45.3 45.3 11.4 49.9 Actuated g/C Ratio 0.21 0.21 0.14 0.13 0.13 0.06 0.39 0.39 0.10 0.43 Clearance Time (s) 4.2 5.3 4.2 5.3 5.3 4.2 5.3 5.3 4.2 5.3 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) 373 371 240 248 210 102 1368 612 172 793 v/s Ratio Prot 0.08 c0.16 c0.13 0.06 0.03 0.20 c0.06 c0.37 v/s Ratio Perm 0.01 0.14 v/c Ratio 0.39 0.78 0.93 0.43 0.04 0.55 0.52 0.36 0.59 0.86 Uniform Delay, d1 39.2 43.2 49.5 46.1 43.7 53.1 27.1 25.1 50.1 29.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.40 0.55 0.27 1.00 1.00 Incremental Delay, d2 0.7 9.9 40.0 1.2 0.1 5.4 1.3 1.5 5.4 11.8 Delay (s) 39.9 53.1 89.5 47.3 43.8 80.0 16.1 8.3 55.5 41.6 Level of Service D D F D D EBAED Approach Delay (s) 48.8 70.5 16.9 41.2 Approach LOS D E B D Intersection Summary HCM 2000 Control Delay 37.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 116.0 Sum of lost time (s) 19.0 Intersection Capacity Utilization 81.0% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 2035 + Project PM Peak 1: Fowler Avenue & Clinton Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 2 Movement SBR Lane Configurations Traffic Volume (vph) 77 Future Volume (vph) 77 Ideal Flow (vphpl) 1900 Total Lost time (s) 5.3 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 0.94 Adj. Flow (vph) 82 RTOR Reduction (vph) 47 Lane Group Flow (vph) 35 Turn Type Perm Protected Phases Permitted Phases 6 Actuated Green, G (s) 49.9 Effective Green, g (s) 49.9 Actuated g/C Ratio 0.43 Clearance Time (s) 5.3 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 674 v/s Ratio Prot v/s Ratio Perm 0.02 v/c Ratio 0.05 Uniform Delay, d1 19.3 Progression Factor 1.00 Incremental Delay, d2 0.1 Delay (s) 19.4 Level of Service B Approach Delay (s) Approach LOS Intersection Summary HCM 2010 Signalized Intersection Summary 2035 + Project PM Peak 2: Armstrong Avenue & Clinton Avenue 02/26/2018 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) 110 401 42 62 219 28 43 791 100 60 507 41 Future Volume (veh/h) 110 401 42 62 219 28 43 791 100 60 507 41 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 120 436 46 67 238 30 47 860 109 65 551 45 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 153 488 51 91 421 53 75 1028 130 90 1106 90 Arrive On Green 0.09 0.30 0.30 0.05 0.26 0.26 0.04 0.33 0.33 0.05 0.34 0.34 Sat Flow, veh/h 1757 1641 173 1757 1606 202 1757 3130 397 1757 3282 268 Grp Volume(v), veh/h 120 0 482 67 0 268 47 481 488 65 294 302 Grp Sat Flow(s),veh/h/ln 1757 0 1814 1757 0 1809 1757 1752 1775 1757 1752 1797 Q Serve(g_s), s 4.7 0.0 17.8 2.6 0.0 9.0 1.8 17.8 17.8 2.6 9.4 9.4 Cycle Q Clear(g_c), s 4.7 0.0 17.8 2.6 0.0 9.0 1.8 17.8 17.8 2.6 9.4 9.4 Prop In Lane 1.00 0.10 1.00 0.11 1.00 0.22 1.00 0.15 Lane Grp Cap(c), veh/h 153 0 539 91 0 474 75 576 583 90 590 606 V/C Ratio(X) 0.79 0.00 0.89 0.73 0.00 0.56 0.63 0.84 0.84 0.72 0.50 0.50 Avail Cap(c_a), veh/h 221 0 614 130 0 519 160 673 681 130 643 659 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 31.4 0.0 23.6 32.7 0.0 22.4 33.0 21.8 21.8 32.8 18.5 18.5 Incr Delay (d2), s/veh 11.1 0.0 14.4 11.8 0.0 1.2 8.2 8.0 7.9 10.4 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.0 11.0 1.6 0.0 4.6 1.1 9.8 9.9 1.5 4.6 4.7 LnGrp Delay(d),s/veh 42.4 0.0 37.9 44.5 0.0 23.6 41.2 29.8 29.7 43.1 19.2 19.2 LnGrp LOS D D D CDCCDBB Approach Vol, veh/h 602 335 1016 661 Approach Delay, s/veh 38.8 27.8 30.3 21.5 Approach LOS DCCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.8 28.3 7.8 26.1 7.2 28.9 10.3 23.7 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 5.2 26.9 * 5.2 23.7 * 6.4 25.7 * 8.8 20.1 Max Q Clear Time (g_c+I1), s 4.6 19.8 4.6 19.8 3.8 11.4 6.7 11.0 Green Ext Time (p_c), s 0.0 3.2 0.0 1.0 0.0 2.8 0.0 0.9 Intersection Summary HCM 2010 Ctrl Delay 29.7 HCM 2010 LOS C Notes HCM 2010 Signalized Intersection Summary 2035 + Project PM Peak 3: Temperance Avenue & Clinton Avenue 02/26/2018 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) 182 213 155 154 94 134 121 1858 310 145 1362 63 Future Volume (veh/h) 182 213 155 154 94 134 121 1858 310 145 1362 63 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 184 215 157 156 95 135 122 1877 313 146 1376 64 Adj No. of Lanes 110111131130 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %333333333333 Cap, veh/h 209 239 174 182 415 353 148 2030 632 170 2051 95 Arrive On Green 0.12 0.24 0.24 0.10 0.23 0.23 0.08 0.40 0.40 0.10 0.42 0.42 Sat Flow, veh/h 1757 992 725 1757 1845 1568 1757 5036 1568 1757 4932 229 Grp Volume(v), veh/h 184 0 372 156 95 135 122 1877 313 146 937 503 Grp Sat Flow(s),veh/h/ln 1757 0 1717 1757 1845 1568 1757 1679 1568 1757 1679 1804 Q Serve(g_s), s 12.6 0.0 25.6 10.6 5.1 8.9 8.3 43.2 18.1 10.0 27.5 27.5 Cycle Q Clear(g_c), s 12.6 0.0 25.6 10.6 5.1 8.9 8.3 43.2 18.1 10.0 27.5 27.5 Prop In Lane 1.00 0.42 1.00 1.00 1.00 1.00 1.00 0.13 Lane Grp Cap(c), veh/h 209 0 413 182 415 353 148 2030 632 170 1396 750 V/C Ratio(X) 0.88 0.00 0.90 0.86 0.23 0.38 0.83 0.92 0.50 0.86 0.67 0.67 Avail Cap(c_a), veh/h 209 0 585 187 606 515 193 2054 640 170 1396 750 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 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 52.8 0.0 44.8 53.8 38.6 40.0 54.9 34.6 27.1 54.2 28.8 28.8 Incr Delay (d2), s/veh 32.2 0.0 13.0 30.2 0.3 0.7 19.6 7.7 0.6 32.9 1.3 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 8.0 0.0 13.6 6.7 2.6 3.9 4.8 21.4 7.9 6.4 13.0 14.2 LnGrp Delay(d),s/veh 85.0 0.0 57.9 83.9 38.8 40.7 74.6 42.3 27.7 87.1 30.1 31.2 LnGrp LOS F E F D D E D C F C C Approach Vol, veh/h 556 386 2312 1586 Approach Delay, s/veh 66.8 57.7 42.0 35.7 Approach LOS E E D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 16.0 54.4 16.8 34.6 14.4 56.0 18.7 32.7 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s * 12 49.7 * 13 41.5 * 13 48.1 * 15 40.0 Max Q Clear Time (g_c+I1), s 12.0 45.2 12.6 27.6 10.3 29.5 14.6 10.9 Green Ext Time (p_c), s 0.0 3.9 0.0 1.8 0.1 8.9 0.0 0.9 Intersection Summary HCM 2010 Ctrl Delay 44.0 HCM 2010 LOS D Notes HCM 2010 TWSC 2035 + Project PM Peak 4: Fowler Avenue & Kerry Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 10 Intersection Int Delay, s/veh 0.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 51 968 37 44 956 Future Vol, veh/h 0 51 968 37 44 956 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 - - 250 - 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 0 55 1052 40 48 1039 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 546 0 0 1092 0 Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.945 - - 4.145 - Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.3285 - -2.2285 - Pot Cap-1 Maneuver 0 480 - - 632 - Stage 1 0 ----- Stage 2 0 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver - 480 - - 632 - Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 13.5 0 0.5 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 480 632 - HCM Lane V/C Ratio - - 0.115 0.076 - HCM Control Delay (s) - - 13.5 11.2 - HCM Lane LOS - - B B - HCM 95th %tile Q(veh) - - 0.4 0.2 - HCM 2010 Signalized Intersection Summary 2035 + Project PM Peak 5: Fowler Avenue & McKinley Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 112 74 282 113 34 45 281 845 246 82 811 94 Future Volume (veh/h) 112 74 282 113 34 45 281 845 246 82 811 94 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 122 80 307 123 37 49 305 918 267 89 882 102 Adj No. of Lanes 111111121121 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 166 132 749 138 84 72 713 2182 976 112 949 425 Arrive On Green 0.09 0.07 0.07 0.08 0.05 0.05 0.41 0.62 0.62 0.06 0.27 0.27 Sat Flow, veh/h 1757 1845 1568 1757 1845 1568 1757 3505 1568 1757 3505 1568 Grp Volume(v), veh/h 122 80 307 123 37 49 305 918 267 89 882 102 Grp Sat Flow(s),veh/h/ln 1757 1845 1568 1757 1845 1568 1757 1752 1568 1757 1752 1568 Q Serve(g_s), s 7.8 4.9 3.2 8.0 2.3 3.0 14.5 15.5 9.0 5.8 28.4 5.9 Cycle Q Clear(g_c), s 7.8 4.9 3.2 8.0 2.3 3.0 14.5 15.5 9.0 5.8 28.4 5.9 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 166 132 749 138 84 72 713 2182 976 112 949 425 V/C Ratio(X) 0.73 0.61 0.41 0.89 0.44 0.68 0.43 0.42 0.27 0.80 0.93 0.24 Avail Cap(c_a), veh/h 166 541 1096 138 541 460 713 2182 976 136 970 434 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 51.1 52.3 8.2 53.0 53.9 39.2 24.8 11.2 10.0 53.6 41.2 33.0 Incr Delay (d2), s/veh 15.3 4.4 0.4 46.1 3.6 10.9 0.4 0.6 0.7 23.1 16.5 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 4.5 2.7 3.8 5.7 1.2 1.5 7.1 7.6 4.0 3.5 15.9 2.7 LnGrp Delay(d),s/veh 66.4 56.7 8.5 99.1 57.4 50.0 25.2 11.8 10.6 76.6 57.7 34.3 LnGrp LOS E E A F E D C BBEEC Approach Vol, veh/h 509 209 1490 1073 Approach Delay, s/veh 30.0 80.2 14.3 57.0 Approach LOS C F B E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.6 77.5 13.3 13.6 52.4 36.7 16.3 10.6 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 5.3 * 5.3 5.3 * 5.3 Max Green Setting (Gmax), s * 9 44.9 * 9.1 34.0 21.8 * 32 9.1 * 34 Max Q Clear Time (g_c+I1), s 7.8 17.5 10.0 6.9 16.5 30.4 9.8 5.0 Green Ext Time (p_c), s 0.0 7.6 0.0 1.4 0.4 1.0 0.0 0.3 Intersection Summary HCM 2010 Ctrl Delay 34.9 HCM 2010 LOS C Notes HCM 2010 Roundabout 2035 + Project PM Peak 6: Fowler Avenue & Floradora Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 14 Intersection Intersection Delay, s/veh12.3 Intersection LOS B Approach WB NB SB Entry Lanes 1 2 2 Conflicting Circle Lanes 2 2 2 Adj Approach Flow, veh/h 29 1468 1285 Demand Flow Rate, veh/h 30 1513 1323 Vehicles Circulating, veh/h 1495 3 19 Vehicles Exiting, veh/h 21 1339 1506 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 10.5 13.3 11.1 Approach LOS B B B Lane Left Left Right Left Right Designated Moves LR LT TR LT TR Assumed Moves LR LT TR LT TR RT Channelized Lane Util 1.000 0.470 0.530 0.470 0.530 Critical Headway, s 4.113 4.293 4.113 4.293 4.113 Entry Flow, veh/h 30 711 802 622 701 Cap Entry Lane, veh/h 397 1127 1128 1114 1115 Entry HV Adj Factor 0.967 0.971 0.970 0.971 0.971 Flow Entry, veh/h 29 690 778 604 681 Cap Entry, veh/h 384 1094 1094 1081 1083 V/C Ratio 0.076 0.631 0.711 0.558 0.629 Control Delay, s/veh 10.5 11.9 14.5 10.2 11.9 LOS B B B B B 95th %tile Queue, veh 0 5 6 4 5 HCM 2010 Signalized Intersection Summary 2035 + Project PM Peak 7: Fowler Avenue & Olive Avenue 02/26/2018 Mitigated Synchro 10 Report JLB Traffic Engineering, Inc.Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 247 394 75 373 301 45 15 1105 296 17 1078 119 Future Volume (veh/h) 247 394 75 373 301 45 15 1105 296 17 1078 119 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 268 428 82 405 327 49 16 1201 322 18 1172 129 Adj No. of Lanes 111211121121 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 290 467 397 467 415 353 32 1302 583 36 1309 586 Arrive On Green 0.17 0.25 0.25 0.14 0.22 0.22 0.02 0.37 0.37 0.02 0.37 0.37 Sat Flow, veh/h 1757 1845 1568 3408 1845 1568 1757 3505 1568 1757 3505 1568 Grp Volume(v), veh/h 268 428 82 405 327 49 16 1201 322 18 1172 129 Grp Sat Flow(s),veh/h/ln 1757 1845 1568 1704 1845 1568 1757 1752 1568 1757 1752 1568 Q Serve(g_s), s 12.8 19.3 3.5 9.9 14.3 2.1 0.8 28.0 13.9 0.9 26.9 4.8 Cycle Q Clear(g_c), s 12.8 19.3 3.5 9.9 14.3 2.1 0.8 28.0 13.9 0.9 26.9 4.8 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 290 467 397 467 415 353 32 1302 583 36 1309 586 V/C Ratio(X) 0.92 0.92 0.21 0.87 0.79 0.14 0.49 0.92 0.55 0.50 0.90 0.22 Avail Cap(c_a), veh/h 290 484 411 467 432 367 103 1326 593 103 1326 593 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 35.1 31.0 25.1 36.1 31.2 26.5 41.5 25.6 21.2 41.4 25.2 18.3 Incr Delay (d2), s/veh 33.4 21.9 0.3 15.7 9.1 0.2 11.1 10.7 1.1 10.5 8.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.9 12.6 1.5 5.7 8.3 0.9 0.5 15.4 6.1 0.5 14.3 2.1 LnGrp Delay(d),s/veh 68.5 52.9 25.4 51.8 40.3 26.6 52.6 36.3 22.3 51.9 33.4 18.4 LnGrp LOS E DCDDCDDCDCB Approach Vol, veh/h 778 781 1539 1319 Approach Delay, s/veh 55.4 45.4 33.6 32.2 Approach LOS E D C C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.9 37.0 15.9 26.5 5.8 37.2 18.3 24.1 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 4.9 * 4.2 5.3 * 4.2 4.9 Max Green Setting (Gmax), s * 5 32.3 * 12 22.4 * 5 32.3 * 14 20.0 Max Q Clear Time (g_c+I1), s 2.9 30.0 11.9 21.3 2.8 28.9 14.8 16.3 Green Ext Time (p_c), s 0.0 1.8 0.0 0.3 0.0 2.3 0.0 0.7 Intersection Summary HCM 2010 Ctrl Delay 39.1 HCM 2010 LOS D Notes Queuing and Blocking Report 2035 + Project AM Peak Mitigated 02/26/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Fowler Avenue & Clinton 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) 88 265 305 546 175 264 317 207 138 360 1080 817 Average Queue (ft) 36 99 239 200 29 111 135 139 49 133 564 75 95th Queue (ft) 70 191 330 459 84 190 249 218 100 381 1039 310 Link Distance (ft) 2643 1254 1232 1232 2590 2590 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 225 105 175 250 255 Storage Blk Time (%) 4 19 12 0 2 2 37 Queuing Penalty (veh) 2 56 56 0 6 2 18 Intersection: 2: Armstrong Avenue & Clinton Avenue Movement EB EB WB WB NB NB NB SB SB SB Directions Served L TR L TR L T TR L T TR Maximum Queue (ft) 160 237 160 352 181 140 153 127 311 322 Average Queue (ft) 76 120 81 196 59 84 79 57 178 192 95th Queue (ft) 129 208 144 310 128 129 134 103 279 294 Link Distance (ft) 1243 2548 2504 2504 2630 2630 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 Storage Blk Time (%) 0 4 1 Queuing Penalty (veh) 0 5 1 Queuing and Blocking Report 2035 + Project AM Peak Mitigated 02/26/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 3: Temperance Avenue & Clinton Avenue Movement EB EB WB WB WB B19 NB NB NB NB NB SB Directions Served L TR L T R T L T T T R L Maximum Queue (ft) 119 360 300 1582 370 1175 304 360 355 344 210 290 Average Queue (ft) 52 183 283 1214 215 542 198 232 232 221 121 256 95th Queue (ft) 127 317 346 2085 475 1399 315 316 331 330 257 349 Link Distance (ft) 2548 1473 1123 1254 1254 1254 Upstream Blk Time (%) 47 30 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft) 60 200 250 250 150 150 Storage Blk Time (%) 7 43 68 9 10 4 21 0 38 Queuing Penalty (veh) 16 16 328 45 39 6 39 0 232 Intersection: 3: Temperance Avenue & Clinton Avenue Movement SB SB SB Directions Served T T TR Maximum Queue (ft) 755 746 747 Average Queue (ft) 488 482 478 95th Queue (ft) 753 727 716 Link Distance (ft) 2637 2637 2637 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 47 Queuing Penalty (veh) 105 Intersection: 4: Fowler Avenue & Kerry Avenue Movement WB SB Directions Served R L Maximum Queue (ft) 141 76 Average Queue (ft) 59 27 95th Queue (ft) 105 61 Link Distance (ft) 2442 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 2035 + Project AM Peak Mitigated 02/26/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 3 Intersection: 5: Fowler Avenue & McKinley Avenue Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T R L T R L T T R L T Maximum Queue (ft) 127 68 134 359 321 45 293 224 219 121 208 328 Average Queue (ft) 45 30 73 202 56 23 178 103 114 34 56 206 95th Queue (ft) 99 67 126 308 164 45 281 190 204 77 118 322 Link Distance (ft) 4012 2552 1282 1282 590 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 250 250 250 Storage Blk Time (%) 5 4 6 Queuing Penalty (veh) 8 12 3 Intersection: 5: Fowler Avenue & McKinley Avenue Movement SB SB Directions Served T R Maximum Queue (ft) 356 67 Average Queue (ft) 228 24 95th Queue (ft) 333 50 Link Distance (ft) 590 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) 8 Queuing Penalty (veh) 7 Intersection: 6: Fowler Avenue & Floradora Avenue Movement WB NB NB SB SB Directions Served LR T TR LT T Maximum Queue (ft) 30 105 25 102 144 Average Queue (ft) 5 22 1 28 11 95th Queue (ft) 23 62 8 77 69 Link Distance (ft) 1204 1209 1209 1282 1282 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 2035 + Project AM Peak Mitigated 02/26/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 4 Intersection: 7: Fowler Avenue & Olive Avenue Movement EB EB EB WB WB WB WB NB NB NB NB SB Directions Served L T R L L T R L T T R L Maximum Queue (ft) 276 208 52 249 300 723 18 70 274 266 63 68 Average Queue (ft) 122 91 13 159 193 288 1 22 161 160 32 17 95th Queue (ft) 218 172 39 227 300 565 9 50 235 221 57 48 Link Distance (ft) 2633 2558 2530 2530 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 185 250 200 200 250 250 250 250 Storage Blk Time (%) 5 1 2 3 16 1 0 Queuing Penalty (veh) 11 1 11 17 97 0 1 Intersection: 7: Fowler Avenue & Olive Avenue Movement SB SB SB Directions Served T T R Maximum Queue (ft) 485 520 370 Average Queue (ft) 266 277 93 95th Queue (ft) 449 463 302 Link Distance (ft) 1209 1209 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) 14 16 Queuing Penalty (veh) 5 18 Network Summary Network wide Queuing Penalty: 1165 Queuing and Blocking Report 2035 + Project PM Peak Mitigated 02/26/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 1 Intersection: 1: Fowler Avenue & Clinton 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) 235 253 301 296 90 98 200 210 141 360 674 45 Average Queue (ft) 83 146 161 78 26 55 90 103 65 144 332 16 95th Queue (ft) 171 231 284 180 59 97 166 177 122 360 576 36 Link Distance (ft) 2641 1253 1232 1232 2626 2626 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 150 225 105 175 250 255 Storage Blk Time (%) 1 12 7 7 0 0 20 Queuing Penalty (veh) 3 16 11 19 0 0 19 Intersection: 2: Armstrong Avenue & Clinton Avenue Movement EB EB WB WB NB NB NB SB SB SB Directions Served L TR L TR L T TR L T TR Maximum Queue (ft) 140 336 91 268 78 203 247 116 137 152 Average Queue (ft) 62 186 36 110 36 131 136 46 92 98 95th Queue (ft) 108 287 73 204 76 194 202 92 134 153 Link Distance (ft) 1243 2548 2504 2504 2630 2630 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 Storage Blk Time (%) 2 0 Queuing Penalty (veh) 2 0 Queuing and Blocking Report 2035 + Project PM Peak Mitigated 02/26/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 2 Intersection: 3: Temperance Avenue & Clinton Avenue Movement EB EB WB WB WB NB NB NB NB NB SB SB Directions Served L TR L T R L T T T R L T Maximum Queue (ft) 120 1463 276 187 85 212 288 343 377 210 290 428 Average Queue (ft) 112 891 142 59 44 92 231 249 255 172 168 257 95th Queue (ft) 138 1519 242 134 84 167 296 314 335 270 276 369 Link Distance (ft) 2548 1473 1254 1254 1254 2637 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 60 200 250 250 150 150 Storage Blk Time (%) 64 30 4 0 3 25 0 28 28 Queuing Penalty (veh) 235 55 10 0 4 79 2 126 41 Intersection: 3: Temperance Avenue & Clinton Avenue Movement SB SB Directions Served T TR Maximum Queue (ft) 479 489 Average Queue (ft) 257 246 95th Queue (ft) 384 398 Link Distance (ft) 2637 2637 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Intersection: 4: Fowler Avenue & Kerry Avenue Movement WB NB SB Directions Served R TR L Maximum Queue (ft) 99 27 53 Average Queue (ft) 33 1 19 95th Queue (ft) 69 9 49 Link Distance (ft) 2442 570 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 2035 + Project PM Peak Mitigated 02/26/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 3 Intersection: 5: Fowler Avenue & McKinley Avenue Movement EB EB EB WB WB WB NB NB NB NB SB SB Directions Served L T R L T R L T T R L T Maximum Queue (ft) 114 88 161 200 88 20 274 283 295 105 370 463 Average Queue (ft) 67 47 64 81 22 10 171 132 160 40 75 159 95th Queue (ft) 117 83 118 144 56 24 260 238 256 84 179 294 Link Distance (ft) 3965 2552 1283 1283 578 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 250 250 250 250 250 250 Storage Blk Time (%) 1 1 1 3 Queuing Penalty (veh) 5 3 3 2 Intersection: 5: Fowler Avenue & McKinley Avenue Movement SB SB Directions Served T R Maximum Queue (ft) 450 370 Average Queue (ft) 172 55 95th Queue (ft) 315 218 Link Distance (ft) 578 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) 3 Queuing Penalty (veh) 3 Intersection: 6: Fowler Avenue & Floradora Avenue Movement WB NB NB SB SB Directions Served LR T TR LT T Maximum Queue (ft) 32 80 112 79 18 Average Queue (ft) 11 29 4 19 1 95th Queue (ft) 33 70 37 57 6 Link Distance (ft) 1204 1209 1209 1283 1283 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Queuing and Blocking Report 2035 + Project PM Peak Mitigated 02/26/2018 Mitigated SimTraffic Report JLB Traffic Engineering, Inc.Page 4 Intersection: 7: Fowler Avenue & Olive Avenue Movement EB EB EB WB WB WB WB NB NB NB NB SB Directions Served L T R L L T R L T T R L Maximum Queue (ft) 304 597 84 198 217 385 61 48 309 287 222 48 Average Queue (ft) 170 240 31 108 115 145 20 14 178 182 72 14 95th Queue (ft) 290 439 67 172 175 253 45 34 265 262 142 41 Link Distance (ft) 2633 2558 2530 2530 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 185 250 200 200 250 250 250 250 Storage Blk Time (%) 10 12 0 0 3 1 0 Queuing Penalty (veh) 45 40 0 1 13 0 1 Intersection: 7: Fowler Avenue & Olive Avenue Movement SB SB SB Directions Served T T R Maximum Queue (ft) 311 315 84 Average Queue (ft) 191 196 25 95th Queue (ft) 311 314 62 Link Distance (ft) 1209 1209 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 Storage Blk Time (%) 3 3 Queuing Penalty (veh) 0 3 Network Summary Network wide Queuing Penalty: 742 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: Signal Warrants 1300 E. Shaw Ave., Ste. 103 www.JLBtraffic.com Fresno, CA 93710 Traffic Engineering, Transportation Planning, & Parking Solutions info@JLBtraffic.com (559) 570-8991 Peak Hour Signal Warrant (Rural Areas) Existing Traffic Conditions 2. Clinton Avenue / Armstrong 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 Clinton Avenue Highest Approach Volume = 205 (169) VPH Armstrong Avenue Highest Approach Volume = 691 (484) 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 Peak Hour Signal Warrant (Rural Areas) Existing Traffic Conditions 6. Floradora Avenue / Fowler 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 Floradora Avenue Highest Approach Volume = 14 (14) VPH Fowler Avenue Highest Approach Volume = 837 (970) 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 Peak Hour Signal Warrant (Urban Areas) Existing Traffic Conditions 7. Olive Avenue / Fowler 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 Olive Avenue Highest Approach Volume = 571 (252) VPH Fowler Avenue Highest Approach Volume = 892 (1084) 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 Peak Hour Signal Warrant (Rural Areas) Existing plus Project Traffic Conditions 2. Clinton Avenue / Armstrong 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 Clinton Avenue Highest Approach Volume = 209 (178) VPH Armstrong Avenue Highest Approach Volume = 693 (488) 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 Peak Hour Signal Warrant (Urban Areas) Existing plus Project Traffic Conditions 4. Kerry Avenue / Fowler 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 Kerry Avenue Highest Approach Volume = 61 (36) VPH Fowler Avenue Highest Approach Volume = 852 (1028) 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 Peak Hour Signal Warrant (Rural Areas) Existing plus Project Traffic Conditions 6. Floradora Avenue / Fowler 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 Floradora Avenue Highest Approach Volume = 14 (14) VPH Fowler Avenue Highest Approach Volume = 903 (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 Peak Hour Signal Warrant (Urban Areas) Existing plus Project Traffic Conditions 7. Olive Avenue / Fowler 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 Olive Avenue Highest Approach Volume = 572 (252) VPH Fowler Avenue Highest Approach Volume = 955 (1143) 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 Peak Hour Signal Warrant (Rural Areas) Near Term plus Project Traffic Conditions 2. Clinton Avenue / Armstrong 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 Clinton Avenue Highest Approach Volume = 306 (254) VPH Armstrong Avenue Highest Approach Volume = 894 (731) 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 Peak Hour Signal Warrant (Urban Areas) Near Term plus Project Traffic Conditions 4. Kerry Avenue / Fowler 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 Kerry Avenue Highest Approach Volume = 110 (49) VPH Fowler Avenue Highest Approach Volume = 1358 (1551) 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 Peak Hour Signal Warrant (Rural Areas) Near Term plus Project Traffic Conditions 6. Floradora Avenue / Fowler 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 Floradora Avenue Highest Approach Volume = 17 (22) VPH Fowler Avenue Highest Approach Volume = 1519 (1617) 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 Peak Hour Signal Warrant (Urban Areas) Near Term plus Project Traffic Conditions 7. Olive Avenue / Fowler 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 Olive Avenue Highest Approach Volume = 586 (275) VPH Fowler Avenue Highest Approach Volume = 1547 (1717) 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 Peak Hour Signal Warrant (Rural Areas) Cumulative Year 2035 No Project Traffic Conditions 2. Clinton Avenue / Armstrong 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 Clinton Avenue Highest Approach Volume = 531 (520) VPH Armstrong Avenue Highest Approach Volume = 1617 (1534) 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 Peak Hour Signal Warrant (Rural Areas) Cumulative Year 2035 No Project Traffic Conditions 5. McKinley Avenue / Fowler 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 McKinley Avenue Highest Approach Volume = 453 (327) VPH Fowler Avenue Highest Approach Volume = 1966 (2287) 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 Peak Hour Signal Warrant (Rural Areas) Cumulative Year 2035 No Project Traffic Conditions 6. Floradora Avenue / Fowler 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 Floradora Avenue Highest Approach Volume = 17 (22) VPH Fowler Avenue Highest Approach Volume = 2375 (2533) 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 Peak Hour Signal Warrant (Urban Areas) Cumulative Year 2035 No Project Traffic Conditions 7. Olive Avenue / Fowler 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 Olive Avenue Highest Approach Volume = 1089 (696) VPH Fowler Avenue Highest Approach Volume = 2409 (2568) 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 Peak Hour Signal Warrant (Rural Areas) Cumulative Year 2035 plus Project Traffic Conditions 2. Clinton Avenue / Armstrong 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 Clinton Avenue Highest Approach Volume = 534 (532) VPH Armstrong Avenue Highest Approach Volume = 1625 (1542) 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 Peak Hour Signal Warrant (Urban Areas) Cumulative Year 2035 plus Project Traffic Conditions 4. Kerry Avenue / Fowler 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 Kerry Avenue Highest Approach Volume = 74 (26) VPH Fowler Avenue Highest Approach Volume = 1818 (2005) 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 Peak Hour Signal Warrant (Rural Areas) Cumulative Year 2035 plus Project Traffic Conditions 5. McKinley Avenue / Fowler 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 McKinley Avenue Highest Approach Volume = 470 (327) VPH Fowler Avenue Highest Approach Volume = 2016 (2359) 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 Peak Hour Signal Warrant (Rural Areas) Cumulative Year 2035 plus Project Traffic Conditions 6. Floradora Avenue / Fowler 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 Floradora Avenue Highest Approach Volume = 17 (22) VPH Fowler Avenue Highest Approach Volume = 2442 (2615) 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 Peak Hour Signal Warrant (Urban Areas) Cumulative Year 2035 plus Project Traffic Conditions 7. Olive Avenue / Fowler 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 Olive Avenue Highest Approach Volume = 1090 (697) VPH Fowler Avenue Highest Approach Volume = 2471 (2630) VPH