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Attachment 3a-16 - LMA with Appendices
LOCAL MOBILITY ANALYSIS CHULA VISTA SHINOHARA Chula Vista, California December 14, 2022 LLG Ref. 3-21-3408 Prepared by: Under the Supervision of: Renald Espiritu John Boarman, P.E. Transportation Engineer II Principal APPENDIX O LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx i EXECUTIVE SUMMARY The Project proposes to construct one (1) industrial building totaling 178,156 SF, with 4,506 SF of office use and 4,724 SF of mezzanine on a 9.75 gross-acre site located at 517 Shinohara Lane in the City of Chula Vista. Site access is proposed via the western terminus of Shinohara Lane. The site is General Plan designated IL – Limited Industrial and Zoned (ILP) Limited Industrial and is deemed consistent with the General Plan. Vehicle Miles Traveled (VMT) The Project is located in a VMT efficient area (at or below the base year average VMT/employee) based on the applicable location-based screening map produced by SANDAG. The baseline average regional VMT/employee is 18.9 per the SANDAG Series 14 (Year 2016) ABM2+ data. Using the SANDAG screening map for industrial projects under per employee measurements, the Project would be expected to generate 15.32 VMT/employee. Per the City’s Transportation Study Guidelines (June 2020, updated January 2022), the Project would not require a VMT analysis and the Project is presumed to have a less than significant VMT impact. Project Trip Generation and Distribution Two alternative land use developments were analyzed in this report: a warehousing building and a distribution facility. A warehousing building is calculated to generate 1,088 daily trips with 143 AM peak hour trips (104 inbound / 39 outbound) and 160 PM peak hour trips (60 inbound / 100 outbound). A distribution facility is calculated to generate 4,881 daily trips with 328 AM peak hour trips (125 inbound / 203 outbound) and 619 PM peak hour trips (434 inbound / 185 outbound). The Project traffic was distributed along Main Street based on the site location, access to I-805, existing traffic patterns in the area, a review of trip distribution of similar land uses in the vicinity and anticipated traffic patterns to and from the site. Traffic Level of Service (LOS) Analysis The study area intersections are calculated to continue to operate acceptably at LOS D or better during the AM and PM peak hours under all scenarios with the exception of the Brandywine Avenue / Shinohara Lane and Main Street / Brandywine Avenue intersections. Based on the established criteria, the Project is calculated to have a substantial effect on the above mentioned intersections. Therefore, recommended improvements are discussed in Section 12.0. The Project shall be conditioned to either construct or contribute on a fair share basis toward the improvements necessary to address the Project’s substantial traffic effects outlined in this traffic report. A condition shall also be added requiring the business owner to route all truck traffic to/from the south via Main Street to avoid adding truck traffic near the residential communities lying to the north of the Project site. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx ii TABLE OF CONTENTS SECTION PAGE 1.0 Introduction ................................................................................................................................ 1 2.0 Project Description .................................................................................................................... 2 3.0 Existing Conditions .................................................................................................................... 6 3.1 Existing Transportation Conditions .................................................................................... 6 3.2 Existing Traffic Volumes .................................................................................................... 7 4.0 Vehicles Miles Traveled (VMT) Assessment ......................................................................... 11 5.0 Local Mobility Analysis Approach and Methodology .......................................................... 13 5.1 Analysis Approach ............................................................................................................ 13 5.2 Analysis Methodology ...................................................................................................... 13 5.3 Pedestrian Mobility ........................................................................................................... 13 5.4 Bicycle Mobility ............................................................................................................... 14 5.5 Transit Mobility ................................................................................................................ 14 6.0 Substantial Effect Criteria ...................................................................................................... 15 7.0 Analysis of Existing Conditions .............................................................................................. 16 8.0 Trip Generation/Distribution/Assignment ............................................................................ 17 8.1 Trip Generation ................................................................................................................. 17 8.2 Trip Distribution/Assignment ........................................................................................... 17 9.0 Analysis of Existing + Project Conditions ............................................................................. 22 10.0 Access Assessment .................................................................................................................... 27 10.1 Queueing Analysis ............................................................................................................ 27 10.2 Sight Distance ................................................................................................................... 29 11.0 Active Transportation ............................................................................................................. 31 11.1 Pedestrian Mobility ........................................................................................................... 31 11.2 Bicycle Mobility ............................................................................................................... 31 11.3 Transit Mobility ................................................................................................................ 32 12.0 Recommended Improvements ................................................................................................ 33 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx iii APPENDICES APPENDIX A. Supporting Data on Project’s Consistency with General Plan, Intersection Manual Count Sheets and Growth Rate Calculations; Signal Timing Plans B. SANDAG Screening Map and Site-Specific Distribution Facility Trip Rate Comparison; Heavy Truck Traffic Percent Information C. Intersection Methodology D. Existing Peak Hour Intersection Analysis Worksheets E. Existing + Project Peak Hour Intersection Analysis Worksheets F. Queue Calculation Sheets and excerpts from the AASHTO Geometric Design of Highways and Street Manual on sight distance calculations G. Bus Route Map and Schedule H. Existing + Project with Recommendations Peak Hour Intersection Analysis and Queuing Worksheets I. Main Street and Shinohara Lane Proposed Roadway Cross Sections LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx iv LIST OF FIGURES SECTION—FIGURE # FOLLOWING PAGE Figure 2–1 Vicinity Map ................................................................................................................... 3 Figure 2–2 Project Area Map ............................................................................................................ 4 Figure 2–3 Site Plan .......................................................................................................................... 5 Figure 3–1 Existing Conditions Diagram .......................................................................................... 9 Figure 3–2 Existing Traffic Volumes .............................................................................................. 10 Figure 8–1 Project Traffic Distribution ........................................................................................... 19 Figure 8–2 Project Traffic Volumes (Warehousing Building) ........................................................ 20 Figure 8–3 Project Traffic Volumes (Distribution Facility) ........................................................... 21 Figure 9–1 Existing + Project (Warehousing Building) Traffic Volumes ...................................... 25 Figure 9–2 Existing + Project (Distribution Facility) Traffic Volumes .......................................... 26 LIST OF TABLES SECTION—TABLE # PAGE Table 4–1 Project Vehicle Miles Traveled Analysis .......................................................................... 12 Table 6–1 Threshold for Determining a Project’s Substantial Traffic Effect ..................................... 15 Table 7–1 Existing Intersection Operations ........................................................................................ 16 Table 8–1 Project Trip Generation ..................................................................................................... 18 Table 9–1 Existing + Project Intersection Operations ........................................................................ 23 Table 10–1 Queue Summary .............................................................................................................. 29 Table 10–2 Sight Distance Calculations ............................................................................................. 30 Table 12–1 Existing + Project Intersection Operations with Improvements ...................................... 35 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 1 LOCAL MOBILITY ANALYSIS CHULA VISTA SHINOHARA Chula Vista, California December 14, 2022 1.0 INTRODUCTION Linscott, Law and Greenspan, Engineers (LLG) has prepared this Local Mobility Analysis (LMA) to assess the operations of the street system as a result of the proposed Chula Vista Shinohara Project. The Project proposes to construct one (1) industrial building totaling 178,156 SF, with 4,506 SF of office use and 4,724 SF of mezzanine on the west side of Shinohara Lane in the City of Chula Vista. The traffic analysis presented in this report includes the following: Project Description Existing Conditions CEQA Vehicle Miles Traveled (VMT) Assessment Analysis Approach and Methodology Substantial Effect Criteria Analysis of Existing Conditions Trip Generation/Distribution/Assignment Analysis of Existing + Project Scenario Access Assessment Active Transportation Discussion Recommended Improvements LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 2 2.0 PROJECT DESCRIPTION The Project proposes to construct one (1) industrial building totaling 178,156 SF, with 4,506 SF of office use and 4,724 SF of mezzanine on a 9.75 gross-acre site located at 517 Shinohara Lane in the City of Chula Vista. Site access is proposed via the western terminus of Shinohara Lane. The site is General Plan designated IL – Limited Industrial and Zoned (ILP) Limited Industrial and is deemed consistent with the General Plan. Appendix A contains supporting data on the Project’s consistency with the General Plan Figure 2–1 shows the Project vicinity and Figure 2–2 illustrates, in more detail, the site location. Figure 2–3 shows the Project site plan. S.D.COUNTY CARLSBAD CORONADO ENCINITAS SOLANABEACH CHULA VISTA OCEANSIDE VISTA SAN MARCOS POWAY SANTEE EL CAJON LA MESA LEMONGROVE NATIONALCITY SAN DIEGO S.D. COUNTYS.D. COUNTY ESCONDIDO Time: 11:21 AMDate: 7/7/2021N:\3408\Figures Vicinity Map Figure 2-1 [ Chula Vista Shinohara §¨8 §¨5 §¨805 §¨5 §¨15 §¨5 §¨8 "Ã54 "Ã125 "Ã94 "Ã52 "Ã163 "Ã56 "Ã78 "Ã67 §¨15 Project Site Map data © 2021 Google 2000 ftProject Area MapFigure 2-2N:\3408\FiguresDate: 07/08/21Chula Vista ShinoharaProject Site 'KXOGR°,OXK°:X[IQ4).86°8+658:° °;9I°°:XGTYULZ°9UR[ZOUTY°/TI°'RR°XOMNZY°XKYKX\KJ'KXOGR°,OXK°:X[IQ4).86°8+658:° °;9I°°:XGTYULZ°9UR[ZOUTY°/TI°'RR°XOMNZY°XKYKX\KJ'KXOGR°,OXK°:X[IQ4).86°8+658:° °;9I°°:XGTYULZ°9UR[ZOUTY°/TI°'RR°XOMNZY°XKYKX\KJ'KXOGR°,OXK°:X[IQ4).86°8+658:° °;9I°°:XGTYULZ°9UR[ZOUTY°/TI°'RR°XOMNZY°XKYKX\KJ'KXOGR°,OXK°:X[IQ4).86°8+658:° °;9I°°:XGTYULZ°9UR[ZOUTY°/TI°'RR°XOMNZY°XKYKX\KJ'KXOGR°,OXK°:X[IQ4).86°8+658:° °;9I°°:XGTYULZ°9UR[ZOUTY°/TI°'RR°XOMNZY°XKYKX\KJ'KXOGR°,OXK°:X[IQ4).86°8+658:° °;9I°°:XGTYULZ°9UR[ZOUTY°/TI°'RR°XOMNZY°XKYKX\KJ 'KXOGR°,OXK°:X[IQ 4).86°8+658:° °;9I°°:XGTYULZ°9UR[ZOUTY°/TI°'RR°XOMNZY°XKYKX\KJ LZ'KXOGR°,OXK°:X[IQ4).86°8+658:° °;9I°°:XGTYULZ°9UR[ZOUTY°/TI°'RR°XOMNZY°XKYKX\KJ 'KXOGR°,OXK°:X[IQ 4).86°8+658:° °;9I°°:XGTYULZ°9UR[ZOUTY°/TI°'RR°XOMNZY°XKYKX\KJ T24'24'24' 36' 130' 35' 33' 138' 125' 2 4 ' 46'TOTAL PROPOSED BUILDING173,432 SFOFFICE: 2,253 SFMEZZ: 2,361 SFOHARA LANE107108104103114115118103108112113101101101SETBACK15'-0"11611796'-3"90'-0 1/2"AD6.02AD6.01SETBACK50'-0"SETBACK50'-0"SETBACK20'-0"AD6.04OFFICE: 2,253 SFMEZZ: 2,363 SF11119'-0"19'-0"9'-0"19'-0"9'-0"19'-0"Site PlanFigure 2-3N:\3408\FiguresDate: 05/16/22Chula Vista Shinohara LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 6 3.0 EXISTING CONDITIONS Effective evaluation of the traffic impacts associated with the proposed Project requires an understanding of the existing transportation system within the project area. Figure 3–1 shows an existing conditions diagram, including unsignalized/signalized intersections and lane configurations. The study area includes the following intersections: 1. Brandywine Avenue / Olympic Parkway 2. Brandywine Avenue / Sequoia Street 3. Shinohara Lane / Project Driveway 4. Brandywine Avenue / Shinohara Lane 5. Main Street / I-805 SB Ramps 6. Main Street / I-805 NB Ramps 7. Main Street / Main Court 8. Main Street / Oleander Avenue 9. Main Street / Brandywine Avenue 10. Main Street / Auto Park Place 3.1 Existing Transportation Conditions The following is a description of the existing street network in the study area. Olympic Parkway is classified as a 6 Lane Prime in the City of Chula Vista General Plan Land Use and Transportation Element. It is currently constructed as a six-lane divided roadway. Sidewalks are provided on both sides of the roadway. Class II bike lanes are provided on both sides of the roadway. Curbside parking is not permitted. The posted speed limit is 45 mph west of Brandywine Avenue and 50 mph east of Brandywine Avenue. Shinohara Lane is a non-classified roadway in the City of Chula Vista General Plan Land Use and Transportation Element. It is currently constructed as a two-lane undivided roadway with a curb-to- curb width of approximately 40 feet. Sidewalks are provided on both sides of the roadway. Bike lanes are not provided. Curbside parking is permitted on both sides of the roadway. There is no posted speed limit. Main Street is classified as a 6 Lane Prime in the City of Chula Vista General Plan Land Use and Transportation Element. It is currently constructed as a six-lane divided roadway. Sidewalks are provided on both sides of the roadway. Class II bike lanes are provided on both sides of the roadway. Curbside parking is not permitted. The posted speed limit west of I-805 northbound ramps is 40 mph. Between I-805 northbound ramps and Brandywine Avenue, the speed limit is 45 mph and 50 mph east of Brandywine Avenue. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 7 Main Court is a non-classified roadway in the City of Chula Vista General Plan Land Use and Transportation Element. It is currently constructed as a two-lane undivided roadway. Sidewalks are not provided on either side of the roadway. Bike lanes are not provided. Curbside parking is not permitted. There is no posted speed limit. Oleander Avenue is a non-classified roadway in the City of Chula Vista General Plan Land Use and Transportation Element. It is currently constructed as a two-lane undivided roadway. Sidewalks are provided on both sides of the roadway. Bike lanes are not provided on either side of the roadway. Curbside parking is permitted on both sides of the roadway. The posted speed limit is 25 mph. Brandywine Avenue is classified as a Class I Collector in the City of Chula Vista General Plan Land Use and Transportation Element. It is currently constructed as a two-lane undivided roadway between Olympic Parkway and Sonora Drive. Between Sonora Drive and Mendocino Drive, Brandywine Avenue is built as a two-lane undivided roadway with two-way left-turn lane. It is constructed as a four-lane undivided roadway with a two-way left-turn lane between Mendocino Drive and Main Street. Sidewalks are provided on both sides of the roadway. Class II bike lanes are provided on both sides of the roadway. Curbside parking is permitted on both sides of the roadway between Olympic Boulevard and Mendocino Drive. The posted speed limit is 35 mph. Auto Park Place is a non-classified roadway in the City of Chula Vista General Plan Land Use and Transportation Element. It is currently constructed as a two-lane undivided roadway with a two-way left-turn lane. Sidewalks are provided on both sides of the roadway. Bike lanes are not provided on either side of the roadway. Curbside parking is permitted on both sides of the roadway. There is no posted speed limit. 3.2 Existing Traffic Volumes Peak hour intersection turning movement volume counts were conducted at the following study area intersections, on Thursday, February 27, 2020. These counts were obtained from the City, and No adjustments were made as counts were conducted pre-Covid and while schools were in session. Main Street / Main Court Main Street / Oleander Avenue Main Street / Brandywine Avenue Main Street / Auto Park Place Peak hour intersection turning movement volume counts were conducted at the following study area intersections, on Thursday, June 24, 2021. Based on a comparison between these counts and the City-provided year 2020 counts, the June 2021 were 20% less. Therefore, a growth rate of 20% was applied to account for Covid and summer counts. Brandywine Avenue / Olympic Parkway Brandywine Avenue / Sequoia Street Brandywine Avenue / Shinohara Lane LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 8 Main Street / I-805 SB ramps Main Street / I-805 NB ramps Figure 3–2 shows the Existing traffic volumes and Appendix A contains the Existing Count Sheets and growth rate calculations. ??????????????SonoraDrMendocinoDrMainCtAutoParkPlOleanderAveBrandywineAveOlym picPkyE O ra n g e A v e Sequoia St Main St 1 3 4 5 6 7 8 9 10 2 §¨805 Time: 1:47 PMDate: 2/10/2022N:\3408\Figures Existing Conditions DiagramFigure 3-1 [ Chula Vista Shinohara ShinoharaLn????!"$Êe e e Êe e e Êe e e Êe e e Êe e e Êe e e Êe e e Êe e e Brandywine AveMain StBrandywine AveBrandywine AveDwyI-805 SB RampsMain CtMain St Main St Sequoia St Shinohara Ln Auto Park PlMain St Olympic Pkwy Shinohara Ln Comm. DwyOleander AveBrandywine AveI-805 NB RampsMain St Main St Proj DwyDJLDJJJL DJLD JJKGDJL GDKHJKDJJ FLLJJJLL DJJJJJJJKJJJLJJKDLDFLDJJDDL DDJJDK DDK DKDJLDJJJLDJJJLDJJKSDJJJDJJJL1 2 3 4 87 65 9 10 ProjectSite 2U35mph2U4U+BLBL4U+4 0 m p h 6D45mp h 6U+6D 6D50mph BLBL Study Intersection Traffic Signal Stop Sign Turning Movements Number of Travel Lanes Posted Speed Limit Divided / Undivided Roadway Two-Way Left-Turn Median Bike Lane # 2/4/6 35mph DJL STOP U / D + BL 2U ??????????????SonoraDrMendocinoDrMainCtAutoParkPlOleanderAveBrandywineAveOlym picPkyE O ra n g e A v e Sequoia St Main St 1 3 4 5 6 7 8 9 10 2 §¨805 Time: 1:57 PMDate: 2/10/2022N:\3408\Figures Existing Traffic VolumesFigure 3-2 [ Chula Vista Shinohara ShinoharaLn????J JLLJDJDDLD L LDDLJJDLD J LJ DL JDJD LLDJDLJLJLJD JDJDLD LJLDLJJDLJDLJDLJD LJDLJDLJDLJD LJDMain St Proj Dwy Brandywine AveBrandywine AveComm. DwyDwyI-805 SB RampsMain StMain StOleander AveShinohara Ln Auto Park PlMain St Main St Olympic Pkwy Brandywine AveMain CtSequoia St Brandywine AveI-805 NB RampsMain St Shinohara Ln 102 / 1801,188 / 2,190 90 / 80245 / 287112 / 19262 / 1361,921 / 1,64578 / 134 192 / 262 47 / 65 56 / 49110 / 19228 / 2816 / 3434 / 41 35 / 22 29 / 11 18 / 28 55 / 1252 / 4150 / 20 212 / 35810 / 46385 / 2945 / 1 2 / 13265 / 3420 / 2 187 / 4005 / 12 / 11 378 / 570521 / 576539 / 965278 / 676 311 / 551725 / 967 511 / 798515 / 1,160 328 / 5654 / 4292 / 451790 / 1,056466 / 497 1,213 / 1,50429 / 73 16 / 9748 / 30890 / 3211,126 / 1,193 111 / 8114 / 1121 / 181,104 / 1,481 1,052 / 1,17961 / 101 433 / 48016 / 691 / 8280 / 65669 / 95511 / 16 7 / 198 / 1914 / 9262 / 75745 / 783258 / 334 16 / 761 / 12 / 82 / 9732 / 9415 / 10 2 / 150 / 115 / 4558 / 40732 / 74857 / 82 1 2 3 4 87 65 9 10 ProjectSite Study Intersections Intersection AM/PM Peak Hour Volumes # DJL LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 11 4.0 VEHICLES MILES TRAVELED (VMT) ASSESSMENT An assessment was conducted to determine the impacts on Vehicle Miles Traveled (VMT) for the Project. This assessment utilizes methodologies presented within the Governor’s Office of Planning and Research (OPR) Technical Advisory developed to assist with implementation of Senate Bill 743 (SB 743), which resulted in a shift in the measure of effectiveness for determining transportation impacts from Level of Service (LOS) and vehicular delay to VMT. VMT analyses are required for use in all California Environmental Quality Act (CEQA) documents no later than July 1, 2020. Also, in reference to CEQA Guidelines Proposed Section 15064.3, the OPR states that “’vehicle miles traveled’ refers to the amount of distance of AUTOMOBILE travel attributable to a project. Here, the term ‘automobile’ refers to on-road passenger vehicles, specifically cars and light trucks.” Therefore, heavy vehicles are not considered. Per the City of Chula Vista Transportation Study Guidelines: “Industrial Employment projects located within a VMT-efficient area may be presumed to have a less than significant impact absent substantial evidence to the contrary. A VMT- efficient area for industrial employment projects is any area with an average VMT/Employee at or below the baseline regional average for the census tract it is located within.” Significance Threshold The Project is located in a VMT efficient area (at or below the base year average VMT/employee) based on the applicable location-based screening map produced by SANDAG. The baseline average regional VMT/employee is 18.9 per the SANDAG Series 14 (Year 2016) ABM2+ data. Project VMT Using the SANDAG screening map for industrial projects under per employee measurements, the Project would be expected to generate 15.32 VMT/employee. Per the City’s Transportation Study Guidelines (June 2020, updated January 2022), the Project would not require a VMT analysis and the Project is presumed to have a less than significant VMT impact. Table 4–1 shows the VMT analysis results. Appendix B includes the result of the SANDAG map. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 12 TABLE 4–1 PROJECT VEHICLE MILES TRAVELED ANALYSIS VMT per Employee Geography VMT per Employee Exceeds Threshold? San Diego Region 18.9 – Significance Threshold (at Regional Average VMT) 18.9 – Project Sites Chula Vista Shinohara 15.32 No Source: SANDAG VMT Employee Screening Tool for the City of Chula Vista LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 13 5.0 LOCAL MOBILITY ANALYSIS APPROACH AND METHODOLOGY 5.1 Analysis Approach Based on City guidelines, this traffic analysis assesses the study area intersections for the Existing and Existing + Project scenarios to determine the potential impacts to the road network, transit service, and active transportation facilities. The Project’s expected Opening Year is Year 2022. Based on the City of Chula Vista Transportation Study Guidelines, “if the proposed project’s opening year is within 2 years of the project’s application, the Existing + Project scenario is considered to be the same as the project’s Opening Year + Project scenario.” 5.2 Analysis Methodology Level of service (LOS) is the term used to denote the different operating conditions which occur on a given roadway segment under various traffic volume loads. It is a qualitative measure used to describe a quantitative analysis taking into account factors such as roadway geometries, signal phasing, speed, travel delay, freedom to maneuver, and safety. LOS provides an index to the operational qualities of a roadway segment or an intersection. LOS designations range from A to F, with LOS A representing the best operating conditions and LOS F representing the worst operating conditions. LOS designation is reported differently for signalized and unsignalized intersections, as well as for roadway segments. As mentioned in Section 4.0, the implementation of SB 743 resulted in a shift in the measure of effectiveness for determining transportation impacts from Level of Service (LOS) and vehicular delay to VMT for all CEQA documents. Signalized intersections were analyzed under AM and PM peak hour conditions. Average vehicle delay was determined utilizing the methodology found in Chapter 18 of the Highway Capacity Manual (HCM) 6th Edition, with the assistance of the Synchro (version 10) computer software. The delay values (represented in seconds) were qualified with a corresponding intersection Level of Service (LOS). Signalized intersection calculation worksheets and a more detailed explanation of the methodology are attached in Appendix C. Unsignalized intersections were analyzed under AM and PM peak hour conditions. Average vehicle delay and Levels of Service (LOS) was determined based upon the procedures found in Chapters 19 and 20 of the Highway Capacity Manual (HCM) 6th Edition, with the assistance of the Synchro (version 10) computer software. Unsignalized intersection calculation worksheets and a more detailed explanation of the methodology are attached in Appendix C. City-provided signal timing plans and recommended parameters were inputted in the Synchro computer software and used as the basis of the analysis. 5.3 Pedestrian Mobility The Project’s pedestrian network connectivity was evaluated by reviewing the existing pedestrian network as discussed in Section 11.0. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 14 5.4 Bicycle Mobility The Project’s bicycle network connectivity was evaluated by reviewing the existing bicycle network as discussed in Section 11.0. 5.5 Transit Mobility The Transit Mobility review included the existing transit network, existing routes and headways of the MTS buses with stops in the Project study area as discussed in Section 11.0. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 15 6.0 SUBSTANTIAL EFFECT CRITERIA Project specific traffic effects are those effects for which the addition of project trips result in an identifiable degradation in LOS on intersections, triggering the need for specific project-related improvement strategies. Table 6–1 shows the criteria for determining whether the Project results in project specific traffic effects on intersections in the City of Chula Vista. TABLE 6–1 THRESHOLD FOR DETERMINING A PROJECT’S SUBSTANTIAL TRAFFIC EFFECT Facility Facility Type Substantial Traffic Effect Signal Whole Intersection Proposed project contributes to an intersection that currently operates or is projected to operate at LOS E or below. Proposed project causes an intersection’s operations to degrade to LOS E or below. Turning Movement Proposed project traffic either contributes to or is responsible for the 95th percentile queue length exceeding available storage length. Freeway Interchange Freeway Off- Ramp Proposed project traffic either contributes to or is responsible for the 95th percentile queue length exceeding available off-ramp storage length and extending onto the freeway mainline. All-way Stop Control Whole Intersection Proposed project contributes to an intersection that currently operates, or is projected to operate, at LOS E or below. Proposed project causes the intersection’s operations to LOS E or below during one or more peak hours. Side-Street Stop Control Critical movement Proposed project contributes to a critical movement of an intersection that currently operates, or is projected to operate, at LOS E or below. Proposed project causes the intersections critical movement to degrade to LOS E or below. Pedestrian All facilities within a project study area Bicycle All facilities within a project study area Transit All facilities within a project study area General Notes: 1. Information obtained from Table 3 of the City of Chula Vista Transportation Study Guidelines (updated January 2022). LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 16 SIGNALIZED UNSIGNALIZED DELAY/LOS THRESHOLDS DELAY/LOS THRESHOLDS Delay LOS Delay LOS 0.0 ≤ 10.0 A 0.0 ≤ 10.0 A 10.1 to 20.0 B 10.1 to 15.0 B 20.1 to 35.0 C 15.1 to 25.0 C 35.1 to 55.0 D 25.1 to 35.0 D 55.1 to 80.0 E 35.1 to 50.0 E ≥ 80.1 F ≥ 50.1 F 7.0 ANALYSIS OF EXISTING CONDITIONS Table 7–1 summarizes the existing peak hour intersection operations. As shown in Table 7–1, all the study area intersections are calculated to currently operate at LOS D or better during both the AM and PM peak hours. Appendix D contains the Existing intersection analysis worksheets. TABLE 7–1 EXISTING INTERSECTION OPERATIONS Intersection Control Type Peak Hour Existing Delaya LOSb 1. Brandywine Avenue / Olympic Parkway Signal AM 40.7 D PM 25.4 C 2. Brandywine Avenue / Sequoia Street Signal AM 14.2 B PM 25.7 C 3. Shinohara Lane / Project Driveway AWSCc AM DNE DNE PM DNE DNE 4. Brandywine Avenue / Shinohara Lane MSSCd AM 9.4 A PM 10.0 B 5. Main Street / I-805 SB Ramps Signal AM 27.3 C PM 39.6 D 6. Main Street / I-805 NB Ramps Signal AM 22.4 C PM 38.9 D 7. Main Street / Main Court Signal AM 2.2 A PM 7.1 A 8. Main Street / Oleander Avenue Signal AM 7.1 A PM 6.6 A 9. Main Street / Brandywine Avenue Signal AM 40.7 D PM 47.3 D 10. Main Street / Auto Park Place Signal AM 3.2 A PM 17.1 B Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service. c. AWSC – All Way Stop Controlled intersection. d. MSSC – Minor Street Stop Controlled intersection. Worst-case movement delay and LOS reported. General Notes: 1. DNE – does not exist. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 17 8.0 TRIP GENERATION/DISTRIBUTION/ASSIGNMENT 8.1 Trip Generation The Project proposed to construct one (1) building totaling 195,216 SF, with 187,748 SF of industrial use and 7,468 SF of office use. In order to account for the potential industrial land use alternatives, two alternative projects were analyzed in the report. The first would be warehousing only with no distribution occurring. The second would be a distribution facility. SANDAG has trip rates for warehousing and office, but does not have rates for industrial distribution facilities. LLG prepared traffic studies for proposed distribution facilities in El Cajon and Oceanside. A 25 / 1,000 SF trip rate was deemed appropriate. Appendix B contains information as to the source of this trip rate. Warehousing: SANDAG rates o 7,468 SF of Office – based on standard commercial office rate of 20/1,000 SF o 187,748 SF of Industrial – based on warehousing rate of 5/1,000 SF Distribution: Site-specific rates o 195,216 SF of Office + Industrial – based on site-specific rate of 25/1,000 SF Table 8–1 summarizes the Project trip generation calculations. As shown in Table 8–1, a warehousing building is calculated to generate 1,088 daily trips with 143 AM peak hour trips (104 inbound / 39 outbound) and 160 PM peak hour trips (60 inbound / 100 outbound). A distribution facility is calculated to generate 4,881 daily trips with 328 AM peak hour trips (125 inbound / 203 outbound) and 619 PM peak hour trips (434 inbound / 185 outbound). The distribution facility generates the highest trip generation and includes approximately 132 heavy trucks. The 132 heavy trucks volume for the distribution facility was based on a heavy truck traffic percentage of 2.7% (4,881 x 0.027 = 132), obtained from the Victory Station traffic study (dated June 2020) prepared for an Amazon distribution facility. Appendix B contains excerpts from that traffic study. Subsequent to the completion of the traffic study, the Project size was reduced from 195,216 SF to 173,432 SF of industrial building. Therefore, the analysis in this report reflects the 195,216 SF building, which results in a slightly conservative analysis. 8.2 Trip Distribution/Assignment The Project traffic was distributed along Main Street based on the site location, access to I-805, existing traffic patterns in the area, a review of trip distribution of similar land uses in the vicinity and anticipated traffic patterns to and from the site. Figure 8–1 shows the Project traffic distribution. Figure 8–2 shows the Project traffic volumes for the warehousing building. Figure 8–3 shows the Project traffic volumes for the distribution facility. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 18 TABLE 8–1 PROJECT TRIP GENERATION Land Use Size Daily Trip Ends (ADTs) AM Peak Hour PM Peak Hour Rate a Volume % of ADT a In:Out Split Volume % of ADT a In:Out Split Volume In Out Total In Out Total Warehousing Building Office 7,468 SF 20 /KSFb 149 14% 90 : 10 19 2 21 13% 20 : 80 4 15 19 Industrial Building 187,748 SF 5 /KSFc 939 13% 70 : 30 85 37 122 15% 40 : 60 56 85 141 Total 1,088 104 39 143 60 100 160 Distribution Facility Office 7,468 SF 25 /KSFd 187 6.71% 38 : 62 5 8 13 12.67% 70 : 30 17 7 24 Industrial Building 187,748 SF 25 /KSFd 4,694 6.71% 38 : 62 120 195 315 12.67% 70 : 30 417 178 595 Total 4,881 125 203 328 434 185 619 Footnotes: a. Rates are based on SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002. b. Rates are based on standard commercial office rate of 20/1,000 SF c. Rates are based on warehousing rate of 5/1,000 SF. d. Rates are based on site specific rate of 25/1,000 SF. ??????????????SonoraDrMendocinoDrMainCtAutoParkPlOleanderAveBrandywineAveOlym picPkyE O ra n g e A v e Sequoia St Main St 1 3 4 5 6 7 8 9 10 2 §¨805 Time: 2:04 PMDate: 2/10/2022N:\3408\Figures Project Traffic Distribution Figure 8-1 [ Chula Vista Shinohara ShinoharaLn????lJDj Jj JjLdD lDjdJljLJ jJDljJldLDJjI-805 SB RampsMain St Oleander AveProj Dwy Auto Park PlBrandywine AveComm. DwyMain CtMain St Main St Olympic Pkwy Sequoia St Shinohara Ln Brandywine AveBrandywine AveBrandywine AveDwyI-805 NB RampsMain StMain St Main St Shinohara Ln 1 2 3 4 87 65 9 10 15%5%20%100% 20%80% 10%10%35%20% 55%10%55%65%15%15%5%15%20%100%20%80%35%10%10%45% 55%10%55% 15% 65% 15% ProjectSite Study Intersection Inbound Trip Distribution Outbound Trip Distribution Regional Trip Distribution # XX % DJL djl ??????????????SonoraDrMendocinoDrMainCtAutoParkPlOleanderAveBrandywineAveOlym picPkyE O ra n g e A v e Sequoia St Main St 1 3 4 5 6 7 8 9 10 2 §¨805 Time: 3:22 PMDate: 2/14/2022N:\3408\Figures Project Traffic VolumesFigure 8-2 [ Chula Vista Shinohara ShinoharaLn????LJDJ JJ JJLDD LDJDJLJLJ JJDLJJLDLDJJMain St Proj Dwy Auto Park PlBrandywine AveBrandywine AveBrandywine AveComm. DwyDwyI-805 NB RampsMain CtMain St Main StMain St Oleander AveSequoia StOlympic Pkwy Shinohara Ln Brandywine AveI-805 SB RampsMain St Main St Shinohara Ln 6 / 155 / 316 / 9 2 / 521 / 128 / 20104 / 60 39 / 100 21 / 128 / 20 83 / 4831 / 80 36 / 214 / 104 / 10 11 / 6 13 / 358 / 20 10 / 647 / 27 21 / 55 57 / 33 11 / 64 / 1021 / 55 57 / 33 25 / 656 / 1515 / 9 68 / 39 15 / 9 6 / 15 1 2 3 4 87 65 9 10 ProjectSite Study Intersections Intersection AM/PM Peak Hour Volumes # DJL (Warehousing Building) ??????????????SonoraDrMendocinoDrMainCtAutoParkPlOleanderAveBrandywineAveOlym picPkyE O ra n g e A v e Sequoia St Main St 1 3 4 5 6 7 8 9 10 2 §¨805 Time: 3:24 PMDate: 2/14/2022N:\3408\Figures Project Traffic VolumesFigure 8-3 [ Chula Vista Shinohara ShinoharaLn????LJDJ JJ JJLDD LDJDJLJLJ JJDLJJLDLDJJMain St Auto Park PlBrandywine AveBrandywine AveBrandywine AveComm. DwyDwyI-805 NB RampsI-805 SB RampsMain CtMain St Main StMain St Olympic Pkwy Proj Dwy Sequoia St Shinohara Ln Shinohara Ln Brandywine AveOleander AveMain St Main St30 / 286 / 2219 / 65 11 / 925 / 8741 / 37125 / 434 203 / 185 25 / 8741 / 37 100 / 347162 / 148 43 / 15221 / 1920 / 18 13 / 43 71 / 6541 / 37 13 / 4456 / 195 112 / 102 69 / 239 12 / 4320 / 18112 / 102 69 / 239 132 / 12030 / 2819 / 65 81 / 282 19 / 65 30 / 28 1 2 3 4 87 65 9 10 ProjectSite Study Intersections Intersection AM/PM Peak Hour Volumes # DJL (Distribution Facility) LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 22 9.0 ANALYSIS OF EXISTING + PROJECT CONDITIONS Intersection analysis under the Existing + Project scenario was conducted for the warehousing building and distribution facility. Table 9–1 summarizes the peak hour intersection operations under Existing + Project conditions in the study area. As shown, the study area intersections are calculated to continue to operate acceptably at LOS D or better during the AM and PM peak hours with the exception for the following intersection: Warehousing Building Brandywine Avenue / Shinohara Lane (LOS E during the PM peak hour) Main Street / Brandywine Avenue (LOS E during the AM and PM peak hours) Distribution Facility Brandywine Avenue / Shinohara Lane (LOS F during the AM and PM peak hours) Main Street / Brandywine Avenue (LOS E during the AM peak hour and LOS F during the PM peak hour) Figure 9–1 shows the Existing + Project (Warehousing Building) traffic volumes. Figure 9–2 shows the Existing + Project (Distribution Facility) traffic volumes. Appendix E contains the Existing + Project intersection analysis worksheets. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 23 TABLE 9–1 EXISTING + PROJECT INTERSECTION OPERATIONS Intersection Control Type Peak Hour Existing Existing + Project (Warehousing Building) Δc Project (Warehousing Building) Traffic Volumes Contribution (%) Existing + Project (Distribution Facility) Δc Project (Distribution Facility) Traffic Volumes Contribution (%) Delaya LOSb Delay LOS Delay LOS 1. Brandywine Avenue / Olympic Parkway Signal AM 40.7 D 42.7 D 2.0 1% 42.9 D 2.2 2% PM 25.4 C 27.1 C 1.7 1% 33.4 C 8.0 2% 2. Brandywine Avenue / Sequoia Street Signal AM 14.2 B 14.7 B 0.5 3% 14.6 B 0.4 7% PM 25.7 C 26.2 C 0.5 3% 28.2 C 2.5 12% 3. Shinohara Lane / Project Driveway AWSCd AM DNE DNE 7.6 A – 95% 8.3 A – 98% PM DNE DNE 7.5 A – 92% 11.2 B – 98% 4. Brandywine Avenue / Shinohara Lane MSSCe AM 9.4 A 16.4 C 7.0 24% 238.4 F 229.0 42% PM 10.0 B 44.8 E 34.8 17% 624.5 F 614.5 45% 5. Main Street / I-805 SB Ramps Signal AM 27.3 C 27.9 C 0.6 2% 28.1 C 0.8 3% PM 39.6 D 42.2 D 2.6 1% 42.6 D 3.0 5% 6. Main Street / I-805 NB Ramps Signal AM 22.4 C 24.7 C 2.3 3% 25.6 C 3.2 6% PM 38.9 D 47.6 D 8.7 2% 48.3 D 9.4 7% 7. Main Street / Main Court Signal AM 2.2 A 2.3 A 0.1 3% 2.4 A 0.2 7% PM 7.1 A 7.5 A 0.4 2% 7.7 A 0.6 9% 8. Main Street / Oleander Avenue Signal AM 7.1 A 7.1 A 0.0 4% 7.1 A 0.0 8% PM 6.6 A 6.8 A 0.2 3% 6.9 A 0.3 12% 9. Main Street / Brandywine Avenue Signal AM 40.7 D 60.0 E 19.3 5% 84.9 F 44.2 10% PM 47.3 D 69.4 E 22.1 4% 144.1 F 96.8 14% LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 24 SIGNALIZED UNSIGNALIZED DELAY/LOS THRESHOLDS DELAY/LOS THRESHOLDS Delay LOS Delay LOS 0.0 ≤ 10.0 A 0.0 ≤ 10.0 A 10.1 to 20.0 B 10.1 to 15.0 B 20.1 to 35.0 C 15.1 to 25.0 C 35.1 to 55.0 D 25.1 to 35.0 D 55.1 to 80.0 E 35.1 to 50.0 E ≥ 80.1 F ≥ 50.1 F TABLE 9–1 EXISTING + PROJECT INTERSECTION OPERATIONS Intersection Control Type Peak Hour Existing Existing + Project (Warehousing Building) Δc Project (Warehousing Building) Traffic Volumes Contribution (%) Existing + Project (Distribution Facility) Δc Project (Distribution Facility) Traffic Volumes Contribution (%) Delaya LOSb Delay LOS Delay LOS 10. Main Street / Auto Park Place Signal AM 3.2 A 3.2 A 0.0 1% 3.2 A 0.0 3% PM 17.1 B 17.3 B 0.2 1% 17.5 B 0.4 4% Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service. c. Δ denotes an increase in delay due to project. d. AWSC – All Way Stop Controlled intersection. e. MSSC – Minor Street Stop Controlled intersection. Worst-case movement approach delay and LOS reported. ??????????????SonoraDrMendocinoDrMainCtAutoParkPlOleanderAveBrandywineAveOlym picPkyE O ra n g e A v e Sequoia St Main St 1 3 4 5 6 7 8 9 10 2 §¨805 Time: 3:25 PMDate: 2/14/2022N:\3408\Figures Existing + Project Traffic VolumesFigure 9-1 [ Chula Vista Shinohara ShinoharaLn????J JLLJDJDDLD L LDDLJJDLD J LJ JDLJ LJDJD LLDJDLJLJLJD JDJDLD LJLDLJJDLJDLJDLJD LJDLJDLJDLJD LJDMain St Brandywine AveBrandywine AveI-805 NB RampsProj Dwy Auto Park PlMain St Comm. DwyMain CtMain StMain St Oleander AveOlympic Pkwy Sequoia St Shinohara Ln Brandywine AveBrandywine AveDwyI-805 SB RampsMain St Main St Shinohara Ln 104 / 1851,188 / 2,190 90 / 80245 / 287117 / 19562 / 1361,921 / 1,64594 / 143 192 / 262 47 / 65 56 / 49116 / 20728 / 2816 / 3434 / 41 35 / 22 29 / 11 18 / 28 55 / 1252 / 4150 / 20 220 / 37810 / 46406 / 306104 / 605 / 1 2 / 1339 / 100 21 / 12265 / 3428 / 22 187 / 40088 / 4933 / 91 378 / 570557 / 597543 / 975282 / 686 311 / 551736 / 973 524 / 833523 / 1,180 338 / 5714 / 4292 / 451837 / 1,083466 / 497 1,234 / 1,55929 / 73 16 / 9748 / 30890 / 3211,183 / 1,226 111 / 8125 / 1725 / 281,125 / 1,536 1,109 / 1,21261 / 101 458 / 54516 / 697 / 9795 / 74669 / 95511 / 16 7 / 198 / 1914 / 9262 / 75745 / 783326 / 373 16 / 761 / 12 / 82 / 9747 / 9505 / 10 2 / 150 / 115 / 4558 / 40738 / 76357 / 82 1 2 3 4 87 65 9 10 ProjectSite Study Intersections Intersection AM/PM Peak Hour Volumes # DJL (Warehousing Building) ??????????????SonoraDrMendocinoDrMainCtAutoParkPlOleanderAveBrandywineAveOlym picPkyE O ra n g e A v e Sequoia St Main St 1 3 4 5 6 7 8 9 10 2 §¨805 Time: 3:26 PMDate: 2/14/2022N:\3408\Figures Existing + Project Traffic VolumesFigure 9-2 [ Chula Vista Shinohara ShinoharaLn????J JLLJDJDDLD L LDDLJJDLD J LJ JDLJ LJDJD LLDJDLJLJLJD JDJDLD LJLDLJJDLJDLJDLJD LJDLJDLJDLJD LJDI-805 SB RampsMain St Oleander AveProj Dwy Auto Park PlBrandywine AveComm. DwyMain CtMain St Main StMain St Olympic Pkwy Sequoia St Shinohara Ln Brandywine AveBrandywine AveBrandywine AveDwyI-805 NB RampsMain St Main St Shinohara Ln 113 / 1891,188 / 2,190 90 / 80245 / 287118 / 21462 / 1361,921 / 1,64597 / 199 192 / 262 47 / 65 56 / 49140 / 22028 / 2816 / 3434 / 41 35 / 22 29 / 11 18 / 28 55 / 1252 / 4150 / 20 253 / 39510 / 46410 / 381125 / 4345 / 1 2 / 13203 / 185 25 / 87265 / 34241 / 39 187 / 400105 / 348164 / 159 378 / 570564 / 728560 / 984298 / 694 311 / 551738 / 1,010 582 / 863556 / 1,197 341 / 6094 / 4292 / 451846 / 1,251466 / 497 1,325 / 1,60629 / 73 16 / 9748 / 30890 / 3211,195 / 1,432 111 / 8126 / 5441 / 361,216 / 1,583 1,121 / 1,41861 / 101 565 / 60016 / 6121 / 11099 / 130669 / 95511 / 16 7 / 198 / 1914 / 9262 / 75745 / 783339 / 616 16 / 761 / 12 / 82 / 9751 / 1,0065 / 10 2 / 150 / 115 / 4558 / 40762 / 77657 / 82 1 2 3 4 87 65 9 10 ProjectSite Study Intersections Intersection AM/PM Peak Hour Volumes # DJL (Distribution Facility) LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 27 10.0 ACCESS ASSESSMENT As described in Section 2.0, the Project’s access would be via the western terminus of Shinohara Lane. The driveway will be approximately 39 feet wide and serve as full access. The driveway will be fronting a cul-de-sac on a two-lane undivided roadway that primarily serves business along Shinohara Lane. The Project driveway is calculated to operate at LOS B or better. 10.1 Queueing Analysis A queue analysis was conducted for the key left-turn movements at the two intersections with the most Project traffic using simulation provided by the SimTraffic analysis software for both a warehousing building option and a distribution facility option. The following shows the queue results for the two intersections: Main Street / Brandywine Avenue and Brandywine Avenue / Shinohara Lane. Per the City of Chula Vista Transportation Study Guidelines, if actual heavy vehicle percentage data is not available, the minimum recommended value is 3%. To be conservative, a 5% heavy vehicle percentage was applied to all study area intersections. The synchro files consider that 5% of traffic traversing in the study area is comprised of heavy vehicles in both the operations and queue length calculations. The queue length results are reported in units of feet and includes an assumption that a portion of the vehicles are trucks. Given that an average car length is 25 feet, the queue length value can also be presented in number of vehicles. A. Warehousing Building Main Street / Brandywine Avenue: The 95th percentile eastbound left-turn queue is calculated to be 300’ or less (approximately 12 vehicles) during the AM and PM peak hours. The 95th percentile southbound left-turn queue is calculated to be 130’ or less (approximately 6 vehicles) during the AM and PM peak hours. The 95th-percentile queue is defined to be the queue length that has only a 5- percent probability of being exceeded during the analysis time period. Brandywine Avenue / Shinohara Lane: The 95th percentile northbound left-turn queue is calculated to be 65’ or less (approximately 3 vehicles, assuming an average car length of 25’) during the AM and PM peak hours. B. Distribution Facility Main Street / Brandywine Avenue: The 95th percentile eastbound left-turn queue is calculated to be 288’ or less (approximately 12 vehicles) during the AM and PM peak hours. The 95th percentile southbound left-turn queue is calculated to be 136’ or less (approximately 6 vehicles) during the AM and PM peak hours. Brandywine Avenue / Shinohara Lane: The 95th percentile northbound left-turn queue is calculated to be 83’ or less (approximately 4 vehicles, assuming an average car length of 25’) during the AM and PM peak hours. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 28 Table 10–1 shows the queue summary results under Existing and Existing + Project conditions. As shown in Table 10–1, the existing eastbound left-turn storage of 300’ and southbound left-turn storage of 160’ at the Main Street / Brandywine Avenue intersection and the existing northbound left-turn storage of 240’ (two-way left-turn lane) at the Brandywine Avenue / Shinohara Lane intersection is expected to be able to accommodate the Project-induced increase in queue. As part of the civil engineering plan preparation, truck turning template analyses were conducted. These analyses show that trucks can be accommodated at the Brandywine Avenue intersections at Main Street and Shinohara Lane and at the Project driveway without creating traffic hazards. Appendix F contains the Existing and Existing + Project queue calculation worksheets. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 29 TABLE 10–1 QUEUE SUMMARY Intersection Movement Peak Hour Existing Existing + Project (Warehousing Building) Existing + Project (Distribution Facility) Storage Queue Length Storage Queue Length Storage Queue Length 4. Brandywine Avenue / Shinohara Lane NBL AM 240’ 14’ 240’ 62’ 240’ 67’ PM 5’ 58’ 85’ 9. Main Street / Brandywine Avenue EBL AM 300’ 265’ 300’ 289’ 300’ 289’ PM 292’ 297’ 277’ SBL AM 160’ 132’ 160’ 137’ 160’ 143’ PM 115’ 138’ 125’ General Notes: 1. 95th percentile queues reported. 2. Simulation was conducted for 5 runs of 1-hour recording. 10.2 Sight Distance LLG performed a field survey (not an engineering survey) to determine whether or not the minimum required intersection sight distances can be achieved for drivers turning left from Shinohara Lane. Per the AASHTO Geometric Design of Highways and Street Manual, the point of observation for our review is offset 14.5 feet from the edge of the traveled way. The driver’s eyes are measured at 3.5 feet from the ground surface, and the object to be observed is also 3.5 feet from the ground. The location of the object to be observed is located in the middle of the travel lane. Based on the proposed traffic control at the Project driveway, the appropriate sight distance formula would reflect the left-turn from the minor road with stop control and represent the appropriate constraint on drivers leaving the Project site. The formula below has variables which are dependent on the design speed of the major road (Vmajor) and expected maneuver time (tg) pertaining to each specific turning movement. Per the above guidelines, the intersection distance for both left and right approaches of the minor leg need to be determined for vehicles turning left out of Shinohara Lane. As shown in Table 10–2, looking left from the driveway, the minimum required intersection sight distance is 540 feet, and looking right from the driveway towards the westbound approach the sight distance is 592 feet. Based on our field observations, sight distance requirements are met for both southbound (540 feet) and northbound (592 feet) approaches. Appendix F contains excerpts from AASHTO and a figure showing the results. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 30 TABLE 10–2 SIGHT DISTANCE CALCULATIONS Equation Vmajora Viewing Direction tgb ISDc ISD = 1.47 Vmajor tg 35 mph Traffic approaching minor road from the left 10.5 seconds 540 feet Traffic approaching minor road from the right 11.5 seconds 592 feet Footnotes: a. Vmajor = design speed of major road (mph) b. tg = time gap for minor road vehicle to enter the major road (s) c. ISD = intersection sight distance (length of the leg of sight triangle along the major road) (ft) General Notes: 1. Equation per AASHTO’s Case B – Intersections with stop control on the minor road (Section 9.5.3.2). Excerpt included in Appendix F. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 31 11.0 ACTIVE TRANSPORTATION 11.1 Pedestrian Mobility Shinohara Lane – Within the study area, Shinohara Lane currently provides contiguous sidewalks on the north side only. Brandywine Avenue – Within the study area, Brandywine Avenue currently provides contiguous sidewalks on both sides. The nearest signalized intersection is less than ½ mile south of the Project site, at the Main Street / Brandywine Avenue intersection, and provides a controlled crossing location with pedestrian push buttons and crosswalks. Main Street – Within the study area, Main Street currently provides contiguous sidewalks on the north side and non-contiguous sidewalks on the south side. Signalized intersections are less than ½ mile apart along Main Street, and provides a controlled crossing location with pedestrian push buttons and crosswalks. Based on the City of Chula Vista Active Transportation Plan, no sidewalk improvements are planned within ½ mile of the Project site. The Project will generate very little walking trips since the Project is industrial in nature and there are no retail or restaurant opportunities within half a mile of the Project site that would encourage pedestrian activity. Curb ramps are provided at all study area intersections where pedestrian crossings are permitted. In addition, detectable warning strips are provided at the following intersections: Brandywine Avenue / Olympic Parkway – southwest and southeast corners Brandywine Avenue / Sequoia Street – all corners Brandywine Avenue / Shinohara Lane – northwest and southwest corners Main Street / Main Court – southwest and southeast corners Main Street / Brandywine Avenue – all corners Main Street / Auto Park Place – all corners 11.2 Bicycle Mobility A bicycle network inventory was conducted for the study area. Based on a review of the City of Chula Vista General Plan, a Class II bike lane is provided along Main Street and Brandywine Avenue within the study area. There are currently no bike lanes or bike routes provided on Shinohara Lane within the study area. Based on the City of Chula Vista Active Transportation Plan, a Class IV Cycle Track is planned to be constructed on Brandywine Avenue between Palomar Street and Main Street, and on Olympic Parkway east of Brandywine Avenue. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 32 11.3 Transit Mobility The nearest bus stop is located approximately 1/5 mile (approximately 5 minutes of walk time) from the Project site, at the Main Street / Brandywine Avenue intersection. There are multiple bus stops along Main Street and Brandywine Avenue. These stops are served by MTS bus route 704 which runs from the E Street Transit Center to the Palomar Street Transit Center. MTS bus route 704 runs along 3rd Avenue, Naples Street, Brandywine Avenue, Main Street and Orange Avenue. Weekday service begins at 5:22 AM with 30-minute headways and ends at 9:53 PM. Saturday service begins at 5:51 AM with 1-hour headways and ends at 9:19 PM. Sunday service begins at 7:22 AM with 1- hour headways and ends at 6:54 PM. Bus bench and trash receptacles are provided at each bus stop located within ¼ mile of the Project site. Appendix G contains the bus route schedule and map. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 33 12.0 RECOMMENDED IMPROVEMENTS A transportation assessment was conducted to determine any project-induced deficiencies within the study area. Based on a preliminary analysis, the following improvements are anticipated to be needed to accommodate Project traffic. Two land use scenarios were analyzed, a warehousing building option and a distribution facility option. A. Warehousing Building Main Street / Brandywine Avenue: The Project is calculated to add traffic volumes that would degrade the intersection operations to a level of deficient. Restriping the southbound approach to replace the exclusive southbound thru with a shared thru-right lane would improve the operation. Figure 8–2 shows the Project traffic volumes at this intersection. Brandywine Avenue / Shinohara Lane: The Project is calculated to add a large amount of traffic volumes to the eastbound movement that would cause operational effects for outbound Project traffic entering Brandywine Avenue. Therefore, the eastbound approach would need to be restriped to provide dedicated left and right-turn lanes. Approximately 40 feet of curb-to-curb width is available on the west leg of Shinohara Lane, and therefore, it is possible to restripe the eastbound approach to provide dedicated left and right-turn lanes with the removal of on-street parking on the south side. With the implementation of these improvements, the 95th percentile eastbound right-turn movement queue is calculated to be 61’ or less (approximately 3 vehicles) during the AM and PM peak hours. Therefore, a right-turn lane of approximately 100’ in length is recommended which would result in an on-street parking removal of 4 vehicles on Shinohara Lane. Figure 8–2 shows the Project traffic volumes at this intersection. B. Distribution Facility Main Street / Brandywine Avenue: The Project is calculated to add traffic volumes that would degrade the intersection operations to a level of deficient. Restriping the southbound approach to replace the exclusive southbound thru with a shared thru-right lane and adding a second exclusive eastbound left-turn lane on Main Street is recommended. Approximately 115 feet of curb-to-curb width is available on the west leg of Main Street, and therefore, it is possible to provide this additional lane through restriping Main Street. Figure 8–3 shows the Project traffic volumes at this intersection. Brandywine Avenue / Shinohara Lane: The Project is calculated to add heavy traffic volumes on the eastbound movement that would cause poor operations for the outbound Project traffic entering Brandywine Avenue. Signalizing the intersection is required to provide adequate operations. The eastbound approach would need to be restriped with dedicated left and right-turn lanes with an overlap phase as it would allow for a safer maneuver for outbound traffic entering Brandywine Avenue. Approximately 40 feet of curb-to-curb width is available on the west leg of Shinohara Lane, and therefore, it is possible to restripe the eastbound approach to provide dedicated left and right- LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 34 turn lanes with the removal of on-street parking on the south side. With the implementation of these improvements, the 95th percentile eastbound right-turn movement queue is calculated to be 79’ or less (approximately 4 vehicles) during the AM and PM peak hours. Therefore, a right-turn lane of approximately 100’ in length is recommended which would result in an on-street parking removal of 4 vehicles on Shinohara Lane. Figure 4 shows the Project traffic volumes at this intersection. Table 12–1 summarizes the post improvement peak hour intersection operations. Appendix H contains the Existing + Project with recommendations intersection analysis and queuing worksheets. Appendix I contains the Main Street and Shinohara Lane proposed roadway cross sections. Sidewalks are continuous between the Project driveway and the nearest signalized intersection of Main Street / Brandywine Avenue which is about ¼ mile south of the Project site. Class II bike lanes are provided along Brandywine Avenue and Main Street. Also, bus stops are located approximately 1/5 mile from the Project site, at the Main Street / Brandywine Avenue intersection. Given these current conditions, no improvements are recommended to accommodate the Project’s active transportation needs. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 35 TABLE 12–1 EXISTING + PROJECT INTERSECTION OPERATIONS WITH IMPROVEMENTS Intersection Control Type Peak Hour Existing Without Project Existing With Project Improvement Existing With Project Delaya LOSb Delaya LOSb Delaya LOSb Warehousing Building 4. Brandywine Avenue / Shinohara Lane MSSCc AM 9.4 A 16.4 C Restripe the eastbound approach to replace the shared left-right lane with an exclusive left-turn and exclusive right-turn lane. 12.8 B PM 10.0 B 44.8 E 13.3 B 9. Main Street / Brandywine Avenue Signal AM 40.7 D 60.0 E Restripe the southbound approach to replace the exclusive southbound thru with a shared thru-right lane. 45.7 D PM 47.3 D 69.4 E 43.4 D LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\LMA.3408 December 2022.docx 36 SIGNALIZED UNSIGNALIZED DELAY/LOS THRESHOLDS DELAY/LOS THRESHOLDS Delay LOS Delay LOS 0.0 ≤ 10.0 A 0.0 ≤ 10.0 A 10.1 to 20.0 B 10.1 to 15.0 B 20.1 to 35.0 C 15.1 to 25.0 C 35.1 to 55.0 D 25.1 to 35.0 D 55.1 to 80.0 E 35.1 to 50.0 E ≥ 80.1 F ≥ 50.1 F TABLE 12–1 EXISTING + PROJECT INTERSECTION OPERATIONS WITH IMPROVEMENTS Intersection Control Type Peak Hour Existing Without Project Existing With Project Improvement Existing With Project Delaya LOSb Delaya LOSb Delaya LOSb Distribution Facility 4. Brandywine Avenue / Shinohara Lane MSSCc AM 9.4 A 238.4 F Restripe the eastbound approach to replace the shared left-right lane with an exclusive left-turn and exclusive right-turn lane. Signalize the intersection and provide an eastbound right-turn overlap phase. 10.0 A PM 10.0 B 624.5 F 12.3 B 9. Main Street / Brandywine Avenue Signal AM 40.7 D 84.9 F Restripe the southbound approach to replace the exclusive southbound thru with a shared thru-right lane and add a second exclusive eastbound left-turn lane on Main Street. 33.8 C PM 47.3 D 144.1 F 41.1 D Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service. c. MSSC – Minor Street Stop Controlled intersection. Worst-case movement approach delay and LOS reported. TECHNICAL APPENDICES CHULA VISTA SHINOHARA Chula Vista, California December 14, 2022 LLG Ref. 3-21-3408 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\Appendix.3408.doc APPENDICES APPENDIX A. Supporting Data on Project’s Consistency with General Plan, Intersection Manual Count Sheets and Growth Rate Calculations; Signal Timing Plans B. SANDAG Screening Map and Site-Specific Distribution Facility Trip Rate Comparison; Heavy Truck Percent Information C. Intersection Methodology D. Existing Peak Hour Intersection Analysis Worksheets E. Existing + Project Peak Hour Intersection Analysis Worksheets F. Queue Calculation Sheets and excerpts from the AASHTO Geometric Design of Highways and Street Manual on sight distance calculations G. Bus Route Map and Schedule H. Existing + Project with Recommendations Peak Hour Intersection Analysis and Queuing Worksheets I. Main Street and Shinohara Lane Proposed Roadway Cross Sections LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\Appendix.3408.doc APPENDIX A SUPPORTING DATA ON PROJECT’S CONSISTENCY WITH GENERAL PLAN, INTERSECTION MANUAL COUNT SHEETS AND GROWTH RATE CALCULATIONS; SIGNAL TIMING PLANS The site is designated General Plan designated IL – Limited Industrial – (0.25 – 0.5 FAR) As stated in the City’s General Plan, “The Limited Industrial designation is intended for light manufacturing; warehousing; certain public utilities; auto repair; auto salvage yards; and flexible-use projects that combine these uses with associated office space.” The project site is in an urbanized area currently Zoned and General Plan designated for industrial uses. The project will take its access from a driveway off Shinohara Lane in the Brandywine/Main Distribution Center and is an appropriate and permitted use at this location. The following uses bound the site. Jabil Packaging Solutions (Plastic Injection Molding) and Crash Champions Collison Repair on the south TransAmerican Manufacturing Group (Autoparts), Transpere (Information Technology Asset Solutions), Curbell Plastics, Inc, (Plastic Wholesaler), and Técnico Corporation Marine & Industrial Contractors (Shipbuilding and Repair Company) on the east Multi-family residential – Mendocino Condominiums to the north Single-family residential to the west The proposed use as a warehouse is consistent with the IL General Plan designation and with policies and regulations established in the General Plan and Zoning Code. In particular, the following Land Use Objectives and Policies: LUT-1:Provide a balance of residential and non-residential development throughout the City that achieves a vibrant development pattern, enhances the character of the City, and meets the present and future needs of all residents and businesses. Policies: LUT 1.1, 1.4, 1.5, and 1.12 LUT-6:Ensure adjacent land uses are compatible with one another. Policies: 6.1, 6.2, and 6.8 LUT-10:Create attractive street environments that complement private and public properties, create attractive public rights-of-way, and provide visual interest for residents and visitors. Policies:10.1, 10.4, and 10.5 LUT-11: Ensure that buildings and related site improvements for public and private development are well-designed and compatible with surrounding properties and districts. Policies: 11.1, 11.2, 11.3, 11.4, and 11.5 Location: File Name: Intersection: Project: Date of Count: Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 11 14 43 6 392 16 12 18 9 18 180 4 723 7:15 9 23 63 12 410 16 5 11 11 16 178 6 760 7:30 14 28 67 11 428 14 14 16 18 33 243 9 895 7:45 17 25 52 14 391 22 13 29 33 39 284 8 927 8:00 12 20 47 16 397 21 9 14 17 41 234 11 839 8:15 9 20 38 24 385 18 11 26 24 47 229 11 842 8:30 14 16 47 19 367 11 14 20 16 26 228 9 787 8:45 11 20 46 19 282 11 15 24 16 35 253 12 744 Total 97 166 403 121 3052 129 93 158 144 255 1829 70 6517 Approach%14.6 24.9 60.5 3.7 92.4 3.9 23.5 40.0 36.5 11.8 84.9 3.2 Total%1.5 2.5 6.2 1.9 46.8 2.0 1.4 2.4 2.2 3.9 28.1 1.1 AM Intersection Peak Hour: Volume 52 93 204 65 1,601 75 47 85 92 160 990 39 3,503 Approach%14.9 26.6 58.5 3.7 92.0 4.3 21.0 37.9 41.1 13.5 83.3 3.3 Total%1.5 2.7 5.8 1.9 45.7 2.1 1.3 2.4 2.6 4.6 28.3 1.1 PHF 0.80 0.96 0.75 0.90 0.94 Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 30 51 50 19 324 17 5 29 40 48 460 16 1089 16:15 25 27 51 22 352 23 11 38 30 50 463 18 1110 16:30 32 29 48 25 361 21 16 27 46 45 502 17 1169 16:45 23 36 57 31 280 14 11 35 38 60 432 10 1027 17:00 25 38 67 26 364 22 6 37 41 46 450 15 1137 17:15 31 43 66 39 327 14 9 46 48 60 437 14 1134 17:30 22 39 53 33 384 17 12 27 36 77 484 10 1194 17:45 35 40 53 14 296 14 14 40 35 35 454 15 1045 Total 223 303 445 209 2688 142 84 279 314 421 3682 115 8905 Approach%23.0 31.2 45.8 6.9 88.5 4.7 12.4 41.2 46.4 10.0 87.3 2.7 Total%2.5 3.4 5.0 2.3 30.2 1.6 0.9 3.1 3.5 4.7 41.3 1.3 PM Intersection Peak Hour: Volume 113 160 239 112 1,371 67 41 150 160 218 1,825 54 4,510 Approach%22.1 31.3 46.7 7.2 88.5 4.3 11.7 42.7 45.6 10.4 87.0 2.6 Total%2.5 3.5 5.3 2.5 30.4 1.5 0.9 3.3 3.5 4.8 40.5 1.2 PHF 0.91 0.89 0.85 0.92 0.94 Intersection Turning Movement - Peak Hour Vehicle Count AM Thursday, June 24, 2021 PM Brandywine Avenue Olympic Parkway Brandywine Avenue Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | #01 ITM-21-035-01 Brandywine Avenue & Olympic Parkway LLG Ref. 3-21-3408 Westbound Northbound Eastbound Chula Vista Shinohara Brandywine Avenue Southbound Olympic Parkway Southbound Westbound Olympic Parkway Northbound Brandywine Avenue Eastbound Olympic Parkway 07:30 to 08:30 17:00 to 18:00 Location: File Name: Intersection: Project: Date of Count: B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 0 0 0 0 0 0 0 0 0 0 1 0 1 7:45 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 2 0 0 0 0 2 0 0 1 0 0 0 5 8:15 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 0 0 0 0 0 1 0 0 0 0 0 0 1 8:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 2 0 0 0 0 3 0 0 1 0 1 0 7 B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 1 0 0 0 0 0 0 0 0 0 1 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 1 0 0 0 0 1 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 0 0 1 0 0 0 0 1 0 0 0 0 2 Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Intersection Turning Movement - Bicycle & Pedestrian Count 0 0 0 0 0 0 0 70 PM Brandywine Avenue Olympic Parkway Brandywine Avenue Olympic Parkway 0 0 0 0 0 1 0 1 0 1 0 1 0 TotalsSouthboundWestboundNorthbound 3 1 1 3 0 5 2 1 10 9 0 0 0 Eastbound 1 0 0 0 0 0 1 Olympic Parkway Eastbound Ped 0 0 2 Totals 1 Ped 0 2 10 0 0 Ped 0 0 Ped 0 Olympic Parkway Southbound 1 0 0 0 0 1 Brandywine Avenue 0 Brandywine Avenue Northbound Ped 0 0 0 0 Westbound Ped 0 1 0 2 3 Ped 0 0 0 0 0 AM Thursday, June 24, 2021 Chula Vista Shinohara Ped Ped Ped 3 0 4 0 0 0 0 0 2 2 0 0 #01 ITM-21-035-01 Brandywine Avenue & Olympic Parkway LLG Ref. 3-21-3408 0 Location: File Name: Intersection: Project: Date of Count: Olympic Parkway 0 / 0 Brandywine AvenueAM: 47 85 92 1 PM: 41 150 160 1Brandywine Avenue AM: 2 204 93 52 PM: 1 239 160 113 1 / 0 Olympic Parkway 5 / 4 PM: 218 1825 54 0 AM: 160 990 39 1Time Period AM = 07:30 to 08:30 PM = 17:00 to 18:00 3 / 3 AM: 65 1601 75 3 PM: 112 1371 67 0Intersection Turning Movement - Peak Hour Summary #01 ITM-21-035-01 Brandywine Avenue & Olympic Parkway LLG Ref. 3-21-3408 Thursday, June 24, 2021 Chula Vista Shinohara N Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Location: File Name: Intersection: Project: Date of Count: Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 3 48 5 4 1 6 2 43 2 9 0 0 123 7:15 2 51 11 12 3 8 1 38 2 8 2 3 141 7:30 7 84 7 11 1 3 12 42 2 7 2 2 180 7:45 1 112 20 3 17 6 25 42 3 16 3 14 262 8:00 3 74 5 2 3 6 8 55 1 11 8 10 186 8:15 8 45 3 6 1 8 2 46 4 6 1 1 131 8:30 12 54 1 8 3 4 5 40 5 3 3 4 142 8:45 3 58 3 4 2 6 1 32 4 4 2 4 123 Total 39 526 55 50 31 47 56 338 23 64 21 38 1288 Approach%6.3 84.8 8.9 39.1 24.2 36.7 13.4 81.1 5.5 52.0 17.1 30.9 Total%3.0 40.8 4.3 3.9 2.4 3.6 4.3 26.2 1.8 5.0 1.6 3.0 AM Intersection Peak Hour: Volume 13 321 43 28 24 23 46 177 8 42 15 29 769 Approach%3.4 85.1 11.4 37.3 32.0 30.7 19.9 76.6 3.5 48.8 17.4 33.7 Total%1.7 41.7 5.6 3.6 3.1 3.0 6.0 23.0 1.0 5.5 2.0 3.8 PHF 0.71 0.72 0.83 0.65 0.73 Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 10 79 8 7 0 5 5 73 8 3 7 7 212 16:15 4 61 9 11 0 3 1 85 9 4 5 6 198 16:30 9 65 8 7 4 9 2 66 9 5 5 1 190 16:45 5 40 9 9 5 6 2 74 12 5 6 4 177 17:00 7 54 5 7 1 5 2 72 10 1 5 3 172 17:15 9 63 6 7 1 11 4 74 4 4 6 7 196 17:30 7 61 8 6 1 11 1 67 12 6 6 2 188 17:45 6 46 5 2 5 6 1 61 19 7 3 7 168 Total 57 469 58 56 17 56 18 572 83 35 43 37 1501 Approach%9.8 80.3 9.9 43.4 13.2 43.4 2.7 85.0 12.3 30.4 37.4 32.2 Total%3.8 31.2 3.9 3.7 1.1 3.7 1.2 38.1 5.5 2.3 2.9 2.5 PM Intersection Peak Hour: Volume 28 245 34 34 9 23 10 298 38 17 23 18 777 Approach%9.1 79.8 11.1 51.5 13.6 34.8 2.9 86.1 11.0 29.3 39.7 31.0 Total%3.6 31.5 4.4 4.4 1.2 3.0 1.3 38.4 4.9 2.2 3.0 2.3 PHF 0.79 0.83 0.91 0.85 0.92 Intersection Turning Movement - Peak Hour Vehicle Count AM Tuesday, August 17, 2021 PM Brandywine Avenue Sequoia Street Brandywine Avenue Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | #01 ITM-21-047-01 Brandywine Avenue & Sequoia Street LLG Ref. 3-21-3408 Westbound Northbound Eastbound Chula Vista Shinohara Brandywine Avenue Southbound Sequoia Street Southbound Westbound Sequoia Street Northbound Brandywine Avenue Eastbound Sequoia Street 07:15 to 08:15 16:00 to 17:00 Location: File Name: Intersection: Project: Date of Count: B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 1 0 0 0 0 0 0 0 0 0 0 1 7:15 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 0 1 0 0 0 0 0 1 0 0 0 0 2 7:45 0 2 0 0 0 0 0 1 0 0 0 0 3 8:00 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 0 0 0 0 1 0 0 0 0 0 0 0 1 8:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 0 4 0 0 1 0 0 2 0 0 0 0 7 B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 0 1 0 0 0 0 1 16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0 1 0 0 0 0 1 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 1 0 0 0 0 1 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 1 1 0 0 0 0 0 0 0 2 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 0 0 0 1 1 0 0 3 0 0 0 0 5 Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Intersection Turning Movement - Bicycle & Pedestrian Count 0 0 2 0 0 2 4 307 PM Brandywine Avenue Sequoia Street Brandywine Avenue Sequoia Street 1 0 4 0 5 0 4 0 0 0 2 1 1 TotalsSouthboundWestboundNorthbound 0 1 16 2 2 5 0 1 00 25 0 0 0 Eastbound 0 0 0 0 0 4 0 Sequoia Street Eastbound Ped 0 0 3 Totals 2 Ped 7 5 60 1 0 Ped 2 5 Ped 0 Sequoia Street Southbound 1 1 5 0 2 0 Brandywine Avenue 2 Brandywine Avenue Northbound Ped 0 2 0 0 Westbound Ped 0 0 0 0 0 Ped 0 0 1 1 2 AM Tuesday, August 17, 2021 Chula Vista Shinohara Ped Ped Ped 0 16 7 0 0 1 1 2 9 3 7 2 #01 ITM-21-047-01 Brandywine Avenue & Sequoia Street LLG Ref. 3-21-3408 5 Location: File Name: Intersection: Project: Date of Count: Sequoia Street 2 / 16 Brandywine AvenueAM: 46 177 8 2 PM: 10 298 38 3Brandywine Avenue AM: 4 43 321 13 PM: 0 34 245 28 16 / 7 Sequoia Street 5 / 7 PM: 17 23 18 0 AM: 42 15 29 0Time Period AM = 07:15 to 08:15 PM = 16:00 to 17:00 2 / 0 AM: 28 24 23 1 PM: 34 9 23 2Intersection Turning Movement - Peak Hour Summary #01 ITM-21-047-01 Brandywine Avenue & Sequoia Street LLG Ref. 3-21-3408 Tuesday, August 17, 2021 Chula Vista Shinohara N Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Location: File Name: Intersection: Project: Date of Count: Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 0 38 1 6 0 1 3 15 4 0 0 0 68 7:15 0 55 1 2 0 0 4 33 8 0 0 0 103 7:30 1 53 0 2 0 1 2 35 3 0 0 0 97 7:45 2 61 0 2 0 3 2 42 3 0 0 1 116 8:00 0 51 0 1 0 1 0 35 1 0 0 0 89 8:15 1 56 0 4 0 1 0 44 5 0 0 1 112 8:30 1 46 0 2 0 0 0 31 1 0 0 0 81 8:45 0 56 0 2 0 2 1 40 2 0 0 0 103 Total 5 416 2 21 0 9 12 275 27 0 0 2 769 Approach%1.2 98.3 0.5 70.0 -30.0 3.8 87.6 8.6 --100.0 Total%0.7 54.1 0.3 2.7 -1.2 1.6 35.8 3.5 --0.3 AM Intersection Peak Hour: Volume 4 221 - 9 - 6 4 156 12 - - 2 414 Approach%1.8 98.2 -60.0 -40.0 2.3 90.7 7.0 --100.0 Total%1.0 53.4 -2.2 -1.4 1.0 37.7 2.9 --0.5 PHF 0.89 0.75 0.88 0.50 0.89 Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 1 70 0 7 0 0 3 82 4 0 0 1 168 16:15 0 56 0 4 0 1 0 68 4 0 0 2 135 16:30 0 58 1 1 0 0 1 71 0 1 0 2 135 16:45 1 72 0 3 0 2 1 83 1 2 0 1 166 17:00 0 69 0 4 0 0 0 90 2 0 0 2 167 17:15 0 70 0 1 0 1 0 85 2 0 0 3 162 17:30 0 74 0 1 0 0 0 75 1 0 0 3 154 17:45 0 61 0 1 0 0 0 67 5 0 0 1 135 Total 2 530 1 22 0 4 5 621 19 3 0 15 1222 Approach%0.4 99.4 0.2 84.6 -15.4 0.8 96.3 2.9 16.7 -83.3 Total%0.2 43.4 0.1 1.8 -0.3 0.4 50.8 1.6 0.2 -1.2 PM Intersection Peak Hour: Volume 1 285 - 9 - 3 1 333 6 2 - 9 649 Approach%0.3 99.7 -75.0 -25.0 0.3 97.9 1.8 18.2 -81.8 Total%0.2 43.9 -1.4 -0.5 0.2 51.3 0.9 0.3 -1.4 PHF 0.97 0.60 0.92 0.92 0.97 Intersection Turning Movement - Peak Hour Vehicle Count AM Thursday, June 24, 2021 PM Brandywine Avenue Business Driveway Brandywine Avenue Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | #02 ITM-21-035-02 Brandywine Avenue & Shinohara Lane LLG Ref. 3-21-3408 Westbound Northbound Eastbound Chula Vista Shinohara Brandywine Avenue Southbound Shinohara Lane Southbound Westbound Business Driveway Northbound Brandywine Avenue Eastbound Shinohara Lane 07:30 to 08:30 16:45 to 17:45 Location: File Name: Intersection: Project: Date of Count: B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 0 0 0 0 0 0 0 1 0 0 0 0 1 8:15 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 0 0 0 0 0 0 0 1 0 0 0 0 1 B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 1 0 0 0 0 0 0 0 0 0 1 16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 1 0 0 0 0 1 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 0 0 1 0 0 0 0 1 0 0 0 0 2 Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Intersection Turning Movement - Bicycle & Pedestrian Count 0 0 0 0 0 0 1 70 PM Brandywine Avenue Business Driveway Brandywine Avenue Shinohara Lane 0 0 0 0 0 3 0 2 0 0 0 0 0 TotalsSouthboundWestboundNorthbound 0 0 0 6 0 0 0 0 00 6 0 0 0 Eastbound 1 0 0 0 0 0 3 Shinohara Lane Eastbound Ped 0 0 0 Totals 1 Ped 0 0 20 0 0 Ped 0 0 Ped 0 Business Driveway Southbound 2 0 0 3 0 0 Brandywine Avenue 0 Brandywine Avenue Northbound Ped 0 0 0 0 Westbound Ped 0 0 0 0 0 Ped 0 0 0 1 1 AM Thursday, June 24, 2021 Chula Vista Shinohara Ped Ped Ped 3 0 4 0 0 0 0 0 5 0 1 0 #02 ITM-21-035-02 Brandywine Avenue & Shinohara Lane LLG Ref. 3-21-3408 0 Location: File Name: Intersection: Project: Date of Count: Shinohara Lane 0 / 0 Brandywine AvenueAM: 4 156 12 1 PM: 1 333 6 1Brandywine Avenue AM: 0 0 221 4 PM: 1 0 285 1 0 / 0 Business Driveway 0 / 4 PM: 2 0 9 0 AM: 0 0 2 0Time Period AM = 07:30 to 08:30 PM = 16:45 to 17:45 6 / 3 AM: 9 0 6 0 PM: 9 0 3 0Intersection Turning Movement - Peak Hour Summary #02 ITM-21-035-02 Brandywine Avenue & Shinohara Lane LLG Ref. 3-21-3408 Thursday, June 24, 2021 Chula Vista Shinohara N Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Location: File Name: Intersection: Project: Date of Count: Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 71 0 62 30 87 0 0 0 0 0 112 51 413 7:15 88 0 76 41 87 0 0 0 0 0 145 67 504 7:30 82 0 81 58 84 0 0 0 0 0 154 64 523 7:45 119 0 102 63 114 0 0 0 0 0 153 85 636 8:00 99 0 69 55 104 0 0 0 0 0 138 52 517 8:15 90 0 62 53 108 0 0 0 0 0 152 54 519 8:30 126 0 82 61 123 0 0 0 0 0 161 68 621 8:45 96 0 65 38 99 0 0 0 0 0 126 51 475 Total 771 0 599 399 806 0 0 0 0 0 1141 492 4208 Approach%56.3 -43.7 33.1 66.9 -----69.9 30.1 Total%18.3 -14.2 9.5 19.2 -----27.1 11.7 AM Intersection Peak Hour: Volume 434 - 315 232 449 - - - - - 604 259 2,293 Approach%57.9 -42.1 34.1 65.9 -----70.0 30.0 Total%18.9 -13.7 10.1 19.6 -----26.3 11.3 PHF 0.85 0.93 #DIV/0!0.91 0.90 Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 132 0 116 147 192 0 0 0 0 0 195 108 890 16:15 129 0 104 116 159 0 0 0 0 0 182 97 787 16:30 140 0 121 110 175 0 0 0 0 0 201 103 850 16:45 129 0 106 130 195 0 0 0 0 0 185 109 854 17:00 116 0 131 160 197 0 0 0 0 0 200 121 925 17:15 143 0 107 127 208 0 0 0 0 0 229 108 922 17:30 92 0 131 146 204 0 0 0 0 0 192 121 886 17:45 129 0 110 131 180 0 0 0 0 0 162 103 815 Total 1010 0 926 1067 1510 0 0 0 0 0 1546 870 6929 Approach%52.2 -47.8 41.4 58.6 -----64.0 36.0 Total%14.6 -13.4 15.4 21.8 -----22.3 12.6 PM Intersection Peak Hour: Volume 480 - 475 563 804 - - - - - 806 459 3,587 Approach%50.3 -49.7 41.2 58.8 -----63.7 36.3 Total%13.4 -13.2 15.7 22.4 -----22.5 12.8 PHF 0.96 0.96 #DIV/0!0.94 0.97 Intersection Turning Movement - Peak Hour Vehicle Count AM Thursday, June 24, 2021 PM I-805 SB Off Ramp Main Street I-805 SB On Ramp Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | #03 ITM-21-035-03 I-805 SB Ramps & Main Street LLG Ref. 3-21-3408 Westbound Northbound Eastbound Chula Vista Shinohara I-805 SB Off Ramp Southbound Main Street Southbound Westbound Main Street Northbound I-805 SB On Ramp Eastbound Main Street 07:45 to 08:45 16:45 to 17:45 Location: File Name: Intersection: Project: Date of Count: B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 1 1 7:15 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 0 0 0 0 0 0 0 0 0 0 1 0 1 8:00 0 0 0 0 1 0 0 0 0 0 0 0 1 8:15 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 0 0 0 0 1 0 0 0 0 0 0 0 1 8:45 0 0 0 0 0 0 0 0 0 0 1 0 1 Ped Total Bike Total 0 0 0 0 2 0 0 0 0 0 2 1 5 B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 0 0 0 0 1 0 0 0 0 0 0 0 1 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 0 0 0 1 0 1 17:45 0 0 0 0 0 0 0 0 0 0 1 3 4 Ped Total Bike Total 0 0 0 0 1 0 0 0 0 0 2 3 6 Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Intersection Turning Movement - Bicycle & Pedestrian Count 0 0 0 0 0 0 0 10 PM I-805 SB Off Ramp Main Street I-805 SB On Ramp Main Street 0 0 0 0 0 0 0 0 0 0 1 0 0 TotalsSouthboundWestboundNorthbound 5 0 0 0 9 0 0 0 00 9 0 5 0 Eastbound 0 0 0 1 0 0 1 Main Street Eastbound Ped 0 0 0 Totals 2 Ped 0 0 10 0 0 Ped 0 0 Ped 0 Main Street Southbound 0 0 0 0 0 0 I-805 SB Off Ramp 0 I-805 SB On Ramp Northbound Ped 2 0 0 1 Westbound Ped 0 0 0 0 0 Ped 0 0 0 0 0 AM Thursday, June 24, 2021 Chula Vista Shinohara Ped Ped Ped 0 1 0 0 0 0 0 0 0 1 0 0 #03 ITM-21-035-03 I-805 SB Ramps & Main Street LLG Ref. 3-21-3408 0 Location: File Name: Intersection: Project: Date of Count: Main Street 9 / 1 I-805 SB On RampAM: 0 0 0 0 PM: 0 0 0 0I-805 SB Off Ramp AM: 0 315 0 434 PM: 0 475 0 480 0 / 0 Main Street 0 / 0 PM: 0 806 459 5 AM: 0 604 259 3Time Period AM = 07:45 to 08:45 PM = 16:45 to 17:45 0 / 0 AM: 232 449 0 2 PM: 563 804 0 1Intersection Turning Movement - Peak Hour Summary #03 ITM-21-035-03 I-805 SB Ramps & Main Street LLG Ref. 3-21-3408 Thursday, June 24, 2021 Chula Vista Shinohara N Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Location: File Name: Intersection: Project: Date of Count: Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 0 0 0 0 76 107 47 0 43 85 110 0 468 7:15 0 0 0 0 90 104 44 0 60 96 140 0 534 7:30 0 0 0 0 104 103 40 3 100 116 108 0 574 7:45 0 0 0 0 124 117 65 2 91 97 197 0 693 8:00 0 0 0 0 97 90 60 1 58 87 153 0 546 8:15 0 0 0 0 119 111 56 0 63 110 143 0 602 8:30 0 0 0 0 89 108 62 0 61 94 165 0 579 8:45 0 0 0 0 118 89 55 2 76 96 170 0 606 Total 0 0 0 0 817 829 429 8 552 781 1186 0 4602 Approach%----49.6 50.4 43.4 0.8 55.8 39.7 60.3 - Total%----17.8 18.0 9.3 0.2 12.0 17.0 25.8 - AM Intersection Peak Hour: Volume - - - - 429 426 243 3 273 388 658 - 2,420 Approach%----50.2 49.8 46.8 0.6 52.6 37.1 62.9 - Total%----17.7 17.6 10.0 0.1 11.3 16.0 27.2 - PHF #DIV/0!0.89 0.82 0.89 0.87 Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 0 0 0 0 248 163 103 0 140 95 206 0 955 16:15 0 0 0 0 187 137 85 1 111 124 228 0 873 16:30 0 0 0 0 198 157 92 0 114 111 239 0 911 16:45 0 0 0 0 235 156 107 0 125 86 238 0 947 17:00 0 0 0 0 258 180 92 2 123 111 204 0 970 17:15 0 0 0 0 213 154 113 0 115 111 229 0 935 17:30 0 0 0 0 261 175 64 1 108 106 209 0 924 17:45 0 0 0 0 215 123 86 3 79 75 192 0 773 Total 0 0 0 0 1815 1245 742 7 915 819 1745 0 7288 Approach%----59.3 40.7 44.6 0.4 55.0 31.9 68.1 - Total%----24.9 17.1 10.2 0.1 12.6 11.2 23.9 - PM Intersection Peak Hour: Volume - - - - 967 665 376 3 471 414 880 - 3,776 Approach%----59.3 40.7 44.2 0.4 55.4 32.0 68.0 - Total%----25.6 17.6 10.0 0.1 12.5 11.0 23.3 - PHF #DIV/0!0.93 0.92 0.95 0.97 16:45 to 17:45 #04 ITM-21-035-04 I-805 NB Ramps & Main Street LLG Ref. 3-21-3408 Westbound Northbound Eastbound Chula Vista Shinohara I-805 NB On Ramp Southbound Main Street Southbound Westbound Main Street Northbound I-805 NB Off Ramp Eastbound Main Street 07:45 to 08:45 AM Thursday, June 24, 2021 PM I-805 NB On Ramp Main Street I-805 NB Off Ramp Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Intersection Turning Movement - Peak Hour Vehicle Count Location: File Name: Intersection: Project: Date of Count: B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 0 0 0 0 0 0 0 0 0 0 1 0 1 8:00 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 0 0 0 0 0 0 0 0 0 0 1 0 1 B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0 0 0 0 1 0 1 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 0 0 1 0 0 0 0 0 5 0 6 Ped Total Bike Total 0 0 0 0 1 0 0 0 0 0 6 0 7 0 1 0 0 0 0 0 0 0 0 0 0 #04 ITM-21-035-04 I-805 NB Ramps & Main Street LLG Ref. 3-21-3408 1 0 0 0 0 0 Ped 0 0 0 0 0 AM Thursday, June 24, 2021 Chula Vista Shinohara Ped Ped Ped Ped 0 0 Ped 0 Main Street Southbound 0 0 0 0 0 0 I-805 NB On Ramp 0 I-805 NB Off Ramp Northbound Ped 0 0 0 0 Westbound Ped 0 0 0 1 0 0 1 Main Street Eastbound Ped 0 0 0 Totals 0 Ped 0 0 00 0 0 TotalsSouthboundWestboundNorthbound 1 0 0 0 2 0 0 0 00 2 0 1 0 Eastbound 0 PM I-805 NB On Ramp Main Street I-805 NB Off Ramp Main Street 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Intersection Turning Movement - Bicycle & Pedestrian Count Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Location: File Name: Intersection: Project: Date of Count: Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | I-805 NB Ramps & Main Street LLG Ref. 3-21-3408 Thursday, June 24, 2021 Chula Vista Shinohara N Intersection Turning Movement - Peak Hour Summary #04 ITM-21-035-04 0 / 0 PM: 414 880 0 6 AM: 388 658 0 1Time Period AM = 07:45 to 08:45 PM = 16:45 to 17:45 0 / 0 AM: 0 429 426 0 PM: 0 967 665 1I-805 NB On Ramp AM: 0 0 0 0 PM: 0 0 0 0 0 / 0 Main Street Main Street 2 / 1 I-805 NB Off RampAM: 243 3 273 0 PM: 376 3 471 0 Location: File Name: Intersection: Project: Date of Count: Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 1 0 9 0 173 1 0 0 0 3 142 0 329 7:15 2 0 4 0 173 0 0 0 0 3 200 0 382 7:30 2 0 18 0 196 1 0 0 0 6 207 0 430 7:45 2 0 19 0 214 2 0 0 0 5 278 0 520 8:00 1 0 7 0 170 3 0 0 0 5 197 0 383 8:15 0 0 12 0 179 1 0 0 0 7 194 0 393 8:30 1 0 9 0 165 0 0 0 0 5 209 0 389 8:45 1 0 9 0 179 4 0 0 0 3 232 0 428 Total 10 0 87 0 1449 12 0 0 0 37 1659 0 3254 Approach%10.3 -89.7 -99.2 0.8 ---2.2 97.8 - Total%0.3 -2.7 -44.5 0.4 ---1.1 51.0 - AM Intersection Peak Hour: Volume 5 - 56 - 759 7 - - - 23 876 - 1,726 Approach%8.2 -91.8 -99.1 0.9 ---2.6 97.4 - Total%0.3 -3.2 -44.0 0.4 ---1.3 50.8 - PHF 0.73 0.89 #DIV/0!0.79 0.83 Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 2 0 12 0 366 4 0 0 0 18 268 0 670 16:15 2 0 15 0 257 0 0 0 0 17 272 0 563 16:30 1 0 20 0 285 3 0 0 0 22 265 0 596 16:45 4 0 12 0 304 2 0 0 0 22 287 0 631 17:00 0 0 24 0 378 7 0 0 0 26 257 0 692 17:15 3 0 18 0 299 3 0 0 0 21 261 0 605 17:30 2 0 15 0 330 3 0 0 0 17 234 0 601 17:45 0 0 15 0 271 2 0 0 0 14 201 0 503 Total 14 0 131 0 2490 24 0 0 0 157 2045 0 4861 Approach%9.7 -90.3 -99.0 1.0 ---7.1 92.9 - Total%0.3 -2.7 -51.2 0.5 ---3.2 42.1 - PM Intersection Peak Hour: Volume 9 - 69 - 1,311 15 - - - 86 1,039 - 2,529 Approach%11.5 -88.5 -98.9 1.1 ---7.6 92.4 - Total%0.4 -2.7 -51.8 0.6 ---3.4 41.1 - PHF 0.81 0.86 #DIV/0!0.91 0.91 Intersection Turning Movement - Peak Hour Vehicle Count AM Thursday, June 24, 2021 PM Oleander Avenue Main Street - Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | #05 ITM-21-035-05 Oleander Avenue & Main Street LLG Ref. 3-21-3408 Westbound Northbound Eastbound Chula Vista Shinohara Oleander Avenue Southbound Main Street Southbound Westbound Main Street Northbound - Eastbound Main Street 07:30 to 08:30 16:45 to 17:45 Location: File Name: Intersection: Project: Date of Count: B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 0 0 0 0 0 0 0 0 0 0 0 0 0 B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 0 0 0 1 0 0 0 0 1 1 0 3 16:30 0 0 1 0 0 0 0 0 0 0 0 0 1 16:45 0 0 1 0 0 0 0 0 0 1 0 0 2 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0 0 0 4 0 4 Ped Total Bike Total 0 0 2 0 1 0 0 0 0 2 5 0 10 Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Intersection Turning Movement - Bicycle & Pedestrian Count 0 0 0 0 0 0 0 60 PM Oleander Avenue Main Street -Main Street 0 0 0 0 0 1 0 0 0 4 0 0 0 TotalsSouthboundWestboundNorthbound 0 0 0 0 0 0 0 0 00 0 0 0 0 Eastbound 0 0 0 0 0 0 0 Main Street Eastbound Ped 0 0 0 Totals 0 Ped 0 0 00 0 0 Ped 0 0 Ped 0 Main Street Southbound 0 0 0 0 0 0 Oleander Avenue 0 - Northbound Ped 0 0 0 0 Westbound Ped 0 1 0 0 1 Ped 0 0 0 0 0 AM Thursday, June 24, 2021 Chula Vista Shinohara Ped Ped Ped 6 0 0 0 0 0 0 0 1 4 0 0 #05 ITM-21-035-05 Oleander Avenue & Main Street LLG Ref. 3-21-3408 0 Location: File Name: Intersection: Project: Date of Count: Main Street 0 / 0 -AM: 0 0 0 0 PM: 0 0 0 0Oleander Avenue AM: 0 56 0 5 PM: 2 69 0 9 0 / 0 Main Street 0 / 0 PM: 86 1039 0 7 AM: 23 876 0 0Time Period AM = 07:30 to 08:30 PM = 16:45 to 17:45 0 / 6 AM: 0 759 7 0 PM: 0 1311 15 1Intersection Turning Movement - Peak Hour Summary #05 ITM-21-035-05 Oleander Avenue & Main Street LLG Ref. 3-21-3408 Thursday, June 24, 2021 Chula Vista Shinohara N Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Location: File Name: Intersection: Project: Date of Count: Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 4 2 43 0 128 2 2 1 0 29 82 19 312 7:15 8 1 50 1 124 4 2 1 2 40 113 18 364 7:30 9 3 43 3 143 6 6 1 0 38 140 13 405 7:45 11 2 45 2 160 10 3 0 3 54 175 7 472 8:00 15 4 41 4 109 5 9 2 2 31 136 19 377 8:15 12 4 44 2 141 5 9 1 4 45 128 14 409 8:30 12 2 35 4 131 9 5 0 2 25 152 17 394 8:45 15 2 45 3 122 14 11 0 3 26 179 10 430 Total 86 20 346 19 1058 55 47 6 16 288 1105 117 3163 Approach%19.0 4.4 76.5 1.7 93.5 4.9 68.1 8.7 23.2 19.1 73.2 7.7 Total%2.7 0.6 10.9 0.6 33.4 1.7 1.5 0.2 0.5 9.1 34.9 3.7 AM Intersection Peak Hour: Volume 47 13 173 11 553 26 27 4 9 168 579 53 1,663 Approach%20.2 5.6 74.2 1.9 93.7 4.4 67.5 10.0 22.5 21.0 72.4 6.6 Total%2.8 0.8 10.4 0.7 33.3 1.6 1.6 0.2 0.5 10.1 34.8 3.2 PHF 0.97 0.86 0.71 0.85 0.88 Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 12 2 60 2 257 15 33 4 5 66 184 15 655 16:15 10 3 49 5 202 12 20 5 5 52 181 6 550 16:30 10 2 57 1 216 14 21 2 3 54 199 3 582 16:45 9 1 69 2 224 10 12 3 1 70 187 8 596 17:00 8 2 79 1 260 18 26 6 1 63 160 3 627 17:15 13 1 66 1 219 13 16 6 3 73 167 11 589 17:30 7 2 73 1 252 10 32 4 3 60 165 5 614 17:45 5 1 59 1 219 17 14 1 4 58 127 8 514 Total 74 14 512 14 1849 109 174 31 25 496 1370 59 4727 Approach%12.3 2.3 85.3 0.7 93.8 5.5 75.7 13.5 10.9 25.8 71.2 3.1 Total%1.6 0.3 10.8 0.3 39.1 2.3 3.7 0.7 0.5 10.5 29.0 1.2 PM Intersection Peak Hour: Volume 37 6 287 5 955 51 86 19 8 266 679 27 2,426 Approach%11.2 1.8 87.0 0.5 94.5 5.0 76.1 16.8 7.1 27.4 69.9 2.8 Total%1.5 0.2 11.8 0.2 39.4 2.1 3.5 0.8 0.3 11.0 28.0 1.1 PHF 0.93 0.91 0.72 0.92 0.97 Intersection Turning Movement - Peak Hour Vehicle Count AM Thursday, June 24, 2021 PM Brandywine Avenue Main Street Brandywine Avenue Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | #06 ITM-21-035-06 Brandywine Avenue & Main Street LLG Ref. 3-21-3408 Westbound Northbound Eastbound Chula Vista Shinohara Brandywine Avenue Southbound Main Street Southbound Westbound Main Street Northbound Brandywine Avenue Eastbound Main Street 07:30 to 08:30 16:45 to 17:45 Location: File Name: Intersection: Project: Date of Count: B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 0 0 0 0 1 0 0 0 0 0 0 0 1 7:45 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 0 0 0 0 0 0 0 1 0 0 0 0 1 8:15 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 0 0 0 0 0 0 0 1 0 0 0 0 1 8:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 0 0 0 0 1 0 0 2 0 0 0 0 3 B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 0 0 0 1 0 0 0 0 0 0 0 1 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0 0 0 4 0 4 Ped Total Bike Total 0 0 0 0 1 0 0 0 0 0 4 0 5 Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | Intersection Turning Movement - Bicycle & Pedestrian Count 0 0 0 0 0 0 0 00 PM Brandywine Avenue Main Street Brandywine Avenue Main Street 0 0 0 0 0 0 0 0 0 0 0 0 0 TotalsSouthboundWestboundNorthbound 0 0 0 3 1 0 0 0 00 4 0 0 0 Eastbound 0 0 0 1 0 1 3 Main Street Eastbound Ped 0 0 0 Totals 0 Ped 0 0 00 0 0 Ped 0 0 Ped 0 Main Street Southbound 0 1 0 2 0 0 Brandywine Avenue 0 Brandywine Avenue Northbound Ped 0 0 0 0 Westbound Ped 0 0 0 0 0 Ped 0 0 0 0 0 AM Thursday, June 24, 2021 Chula Vista Shinohara Ped Ped Ped 0 0 0 0 0 0 0 0 0 0 0 0 #06 ITM-21-035-06 Brandywine Avenue & Main Street LLG Ref. 3-21-3408 0 Location: File Name: Intersection: Project: Date of Count: Main Street 1 / 0 Brandywine AvenueAM: 27 4 9 2 PM: 86 19 8 0Brandywine Avenue AM: 0 173 13 47 PM: 0 287 6 37 0 / 0 Main Street 0 / 0 PM: 266 679 27 4 AM: 168 579 53 0Time Period AM = 07:30 to 08:30 PM = 16:45 to 17:45 3 / 0 AM: 11 553 26 1 PM: 5 955 51 1Intersection Turning Movement - Peak Hour Summary #06 ITM-21-035-06 Brandywine Avenue & Main Street LLG Ref. 3-21-3408 Thursday, June 24, 2021 Chula Vista Shinohara N Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | T218 DATE:LOCATION:PROJECT #:SC2286 Thu, Feb 27, 20 NORTH & SOUTH:LOCATION #:238 EAST & WEST:CONTROL:SIGNAL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES:2 X 1 X X X X 3 1 2 3 X 0 0 0 0 6:30 AM 5 0 3 0 0 0 0 265 9 3 220 0 505 0 0 0 0 0 6:45 AM 8 0 0 0 0 0 0 324 16 3 207 0 558 0 0 0 0 0 7:00 AM 6 0 2 0 0 0 0 223 16 2 258 0 507 0 0 0 0 0 7:15 AM 4 0 0 0 0 0 0 243 22 11 272 0 552 0 0 0 0 0 7:30 AM 7 0 6 0 0 0 0 282 18 3 345 0 661 0 0 0 0 0 7:45 AM 22 0 8 0 0 0 0 336 37 11 348 0 762 0 0 0 0 0 8:00 AM 15 0 2 0 0 0 0 265 13 4 248 0 547 0 0 0 0 0 8:15 AM 14 0 9 0 0 0 0 226 16 1 263 0 529 0 0 0 0 0 8:30 AM 22 0 8 0 0 0 0 240 13 3 203 0 489 0 0 0 1 1 8:45 AM 15 0 6 0 0 0 0 258 25 7 261 0 572 0 0 0 0 0 9:00 AM 15 0 3 0 0 0 0 193 34 8 205 0 458 0 0 0 0 0 9:15 AM 25 0 11 0 0 0 0 208 30 7 269 0 550 0 0 0 2 2 VOLUMES 158 0 58 0 0 0 0 3,063 249 63 3,099 0 6,693 0 0 0 3 3 APPROACH %73%0%27%0%0%0%0%92%8%2%98%0% APP/DEPART 216 /0 0 /312 3,312 /3,124 3,165 /3,257 0 BEGIN PEAK HR VOLUMES 48 0 16 0 0 0 0 1,126 90 29 1,213 0 2,522 0 0 0 0 APPROACH %75%0%25%0%0%0%0%93%7%2%98%0% PEAK HR FACTOR 0.533 0.000 0.815 0.865 0.827 APP/DEPART 64 /0 0 /119 1,216 /1,142 1,242 /1,261 0 2:30 PM 70 0 20 0 0 0 0 266 86 16 315 0 773 0 0 0 0 0 2:45 PM 77 0 20 0 0 0 0 268 80 8 283 0 736 0 0 0 0 0 3:00 PM 71 0 15 0 0 0 0 316 77 13 357 0 849 0 0 1 1 2 3:15 PM 87 0 17 0 0 0 0 283 84 17 319 0 807 0 0 0 0 0 3:30 PM 63 0 24 0 0 0 0 338 75 22 408 0 930 0 0 0 0 0 3:45 PM 80 0 26 0 0 0 0 293 81 26 351 0 857 0 0 0 0 0 4:00 PM 78 0 30 0 0 0 0 279 81 8 426 0 902 0 0 0 2 2 4:15 PM 72 0 22 0 0 0 0 281 85 22 308 0 790 0 0 0 0 0 4:30 PM 84 0 25 0 0 0 0 284 57 20 365 0 835 1 0 0 0 1 4:45 PM 79 0 17 0 0 0 0 285 91 19 316 0 807 0 0 0 1 1 5:00 PM 66 0 27 0 0 0 0 286 70 13 377 0 839 0 0 0 0 0 5:15 PM 86 0 23 0 0 0 0 234 93 21 312 0 769 0 0 0 2 2 VOLUMES 913 0 266 0 0 0 0 3,413 960 205 4,137 0 9,902 1 0 1 6 8 APPROACH %77%0%23%0%0%0%0%78%22%5%95%0% APP/DEPART 1,180 /0 0 /1,166 4,374 /3,685 4,348 /5,051 0 BEGIN PEAK HR VOLUMES 308 0 97 0 0 0 0 1,193 321 73 1,504 0 3,498 0 0 0 2 APPROACH %76%0%24%0%0%0%0%79%21%5%95%0% PEAK HR FACTOR 0.938 0.000 0.916 0.905 0.940 APP/DEPART 405 /0 0 /394 1,514 /1,292 1,579 /1,812 0 Main Court NORTH SIDE Main WEST SIDE EAST SIDE Main SOUTH SIDE Main Court N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 6:30 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 6:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 7:30 AM 0 2 0 0 2 0 1 0 0 1 0 1 0 0 1 7:45 AM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 8:00 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 8:15 AM 0 4 0 0 4 0 3 0 0 3 0 1 0 0 1 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 3 0 0 3 0 3 0 0 3 0 0 0 0 0 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:15 AM 0 2 0 0 2 0 2 0 0 2 0 0 0 0 0 TOTAL 0 15 0 0 15 0 12 0 0 12 0 3 0 0 3 0 3 0 0 3 2:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:45 PM 0 2 0 0 2 0 2 0 0 2 0 0 0 0 0 3:00 PM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 3:15 PM 0 4 0 0 4 0 1 0 0 1 0 3 0 0 3 3:30 PM 0 2 0 0 2 0 1 0 0 1 0 1 0 0 1 3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 3 0 0 3 0 2 0 0 2 0 1 0 0 1 4:15 PM 0 2 0 0 2 0 1 0 0 1 0 1 0 0 1 4:30 PM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 5:15 PM 2 3 0 0 5 0 3 0 0 3 2 0 0 0 2 TOTAL 2 19 0 0 21 0 13 0 0 13 2 6 0 0 8 0 4 0 0 4 INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Chula Vista Main Court Main PM BEGIN PEAK HR 3:15 PM BICYCLE CROSSINGSPEDESTRIAN CROSSINGS U-TURNS Main Court Main Court Main Main AMPMAM7:15 AM PM3:15 PM PEDESTRIAN + BIKE CROSSINGS AM BEGIN PEAK HR 7:15 AM Add U-Turns to Left Turns 0 0 0 0 TOTAL 0 0 0 0 0 PM 0 0 0 0 0 AM 0 3,165 4,348 7,513 8,308 5,051 3,257 0 0 0 3,099 4,137 7,236 TOTALPMAM63 205 268 0 0 0 AMPMTOTAL6,476 3,413 3,063 1,209 960 249 3,124 3,685 6,809 7,686 4,374 3,312 312 AM 158 0 58 216 1,166 PM 913 0 266 1,180 1,478 TOTAL 1,071 0 324 1,396 0 0 0 0 TOTAL 0 0 0 0 0 PM 0 0 0 0 0 AM 0 1,242 1,579 2,821 3,073 1,812 1,261 0 0 0 1,213 1,504 2,717 TOTALPMAMAM 7:15 AM 9:15 AM 29 73 102 0 0 0 #N/A AMPMTOTAL2,319 1,193 1,126 PM 3:15 PM 5:15 PM 411 321 90 1,142 1,292 2,434 2,730 1,514 1,216 119 AM 48 0 16 64 394 PM 308 0 97 405 513 Total 356 0 113 469 AimTD LLC TURNING MOVEMENT COUNTS Main Court MainMainSC2286 ALL HOURS Chula Vista Main Court Main Court Main Court MainMainPEAK HOUR T218 DATE:LOCATION:PROJECT #:SC2286 Thu, Feb 27, 20 NORTH & SOUTH:LOCATION #:138 EAST & WEST:CONTROL:SIGNAL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES:X X X 1 X 1 1 3 X X 5 0 0 0 0 0 6:30 AM 0 0 0 1 0 19 4 259 0 0 199 0 482 0 0 5 0 5 6:45 AM 0 0 0 0 0 14 3 317 0 0 192 0 526 0 0 4 0 4 7:00 AM 0 0 0 0 0 17 8 214 0 0 240 2 481 0 0 3 0 3 7:15 AM 0 0 0 0 0 25 10 230 0 0 255 1 521 0 0 3 0 3 7:30 AM 0 0 0 2 0 26 28 246 0 0 308 9 619 0 0 14 0 14 7:45 AM 0 0 0 2 0 40 15 325 0 0 315 6 703 0 0 4 0 4 8:00 AM 0 0 0 10 0 20 8 251 0 0 226 5 520 0 0 8 0 8 8:15 AM 0 0 0 1 0 11 4 225 0 0 247 0 488 0 0 6 0 6 8:30 AM 0 0 0 1 0 18 6 241 0 0 187 3 456 0 0 2 1 3 8:45 AM 0 0 0 5 0 14 3 260 0 0 253 1 536 0 0 1 0 1 9:00 AM 0 0 0 3 0 12 3 190 0 0 198 1 407 0 0 3 0 3 9:15 AM 0 0 0 1 0 12 10 206 0 0 261 1 491 0 0 5 0 5 VOLUMES 0 0 0 26 0 228 102 2,964 0 0 2,881 29 6,289 0 0 58 1 59 APPROACH %0%0%0%10%0%90%3%95%0%0%99%1% APP/DEPART 0 /131 254 /0 3,124 /2,991 2,911 /3,167 0 BEGIN PEAK HR VOLUMES 0 0 0 14 0 111 61 1,052 0 0 1,104 21 2,392 0 0 29 0 APPROACH %0%0%0%11%0%89%5%92%0%0%98%2% PEAK HR FACTOR 0.000 0.744 0.830 0.876 0.846 APP/DEPART 0 /82 125 /0 1,142 /1,066 1,125 /1,244 0 2:30 PM 0 0 0 9 0 43 17 255 0 0 274 0 598 0 0 14 3 17 2:45 PM 0 0 0 3 0 18 19 266 0 0 270 2 578 0 0 3 0 3 3:00 PM 0 0 0 3 0 19 21 306 0 0 347 0 696 0 0 5 0 5 3:15 PM 0 0 0 4 0 19 30 271 0 0 314 2 640 0 0 3 0 3 3:30 PM 0 0 0 1 0 21 30 329 0 0 406 4 791 0 0 3 0 3 3:45 PM 0 0 0 2 0 23 16 301 0 0 352 4 698 0 0 2 0 2 4:00 PM 0 0 0 4 0 18 25 278 0 0 409 8 742 0 0 8 0 8 4:15 PM 0 0 0 1 0 23 28 262 0 0 294 5 613 0 0 13 0 13 4:30 PM 0 0 0 2 0 14 15 292 0 0 369 0 692 0 0 2 0 2 4:45 PM 0 0 0 1 0 18 19 278 0 0 312 4 632 0 0 6 0 6 5:00 PM 0 0 0 2 0 12 33 278 0 0 376 4 705 0 0 2 0 2 5:15 PM 0 0 0 3 0 27 21 229 0 0 299 1 580 0 0 9 0 9 VOLUMES 0 0 0 35 0 255 274 3,345 0 0 4,022 34 8,038 0 0 70 3 73 APPROACH %0%0%0%12%0%88%7%91%0%0%99%1% APP/DEPART 0 /308 290 /0 3,689 /3,383 4,059 /4,347 0 BEGIN PEAK HR VOLUMES 0 0 0 11 0 81 101 1,179 0 0 1,481 18 2,887 0 0 16 0 APPROACH %0%0%0%12%0%88%8%91%0%0%99%1% PEAK HR FACTOR 0.000 0.920 0.895 0.899 0.909 APP/DEPART 0 /119 92 /0 1,296 /1,190 1,499 /1,578 0 Oleander NORTH SIDE Main WEST SIDE EAST SIDE Main SOUTH SIDE Oleander N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 6:30 AM 0 0 2 0 2 0 0 2 0 2 0 0 0 0 0 6:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 2 0 2 0 0 2 0 2 0 0 0 0 0 7:30 AM 1 2 0 0 3 1 0 0 0 1 0 2 0 0 2 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0 8:45 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 9:00 AM 0 0 2 0 2 0 0 1 0 1 0 0 1 0 1 9:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 2 2 7 0 11 2 0 6 0 8 0 2 1 0 3 1 0 2 0 3 2:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:45 PM 1 0 1 0 2 0 0 1 0 1 1 0 0 0 1 3:00 PM 1 0 1 0 2 0 0 0 0 0 1 0 1 0 2 3:15 PM 0 3 3 0 6 0 0 1 0 1 0 3 2 0 5 3:30 PM 0 4 0 0 4 0 0 0 0 0 0 4 0 0 4 3:45 PM 1 1 0 0 2 0 0 0 0 0 1 1 0 0 2 4:00 PM 1 1 1 0 3 0 0 1 0 1 1 1 0 0 2 4:15 PM 3 3 1 0 7 0 0 1 0 1 3 3 0 0 6 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 5:00 PM 1 0 2 0 3 1 0 2 0 3 0 0 0 0 0 5:15 PM 2 0 2 0 4 0 0 2 0 2 2 0 0 0 2 TOTAL 11 12 11 0 34 1 0 8 0 9 10 12 3 0 25 0 0 2 0 2 INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Chula Vista Oleander Main PM BEGIN PEAK HR 3:15 PM BICYCLE CROSSINGSPEDESTRIAN CROSSINGS U-TURNS Oleander Oleander Main Main AMPMAM7:15 AM PM3:15 PM PEDESTRIAN + BIKE CROSSINGS AM BEGIN PEAK HR 7:15 AM Add U-Turns to Left Turns 544 483 0 61 TOTAL 439 290 255 0 35 PM 308 254 228 0 26 AM 131 2,911 4,059 6,970 7,514 4,347 3,167 29 34 63 2,881 4,022 6,903 TOTALPMAM0 0 0 376 274 102 AMPMTOTAL6,309 3,345 2,964 0 0 0 2,991 3,383 6,374 6,813 3,689 3,124 0 AM 0 0 0 0 0 PM 0 0 0 0 0 TOTAL 0 0 0 0 217 192 0 25 TOTAL 201 92 81 0 11 PM 119 125 111 0 14 AM 82 1,125 1,499 2,624 2,822 1,578 1,244 21 18 39 1,104 1,481 2,585 TOTALPMAMAM 7:15 AM 9:15 AM 0 0 0 162 101 61 #N/A AMPMTOTAL2,231 1,179 1,052 PM 3:15 PM 5:15 PM 0 0 0 1,066 1,190 2,256 2,438 1,296 1,142 0 AM 0 0 0 0 0 PM 0 0 0 0 0 Total 0 0 0 0 AimTD LLC TURNING MOVEMENT COUNTS Oleander MainMainSC2286 ALL HOURS Chula Vista Oleander Oleander Oleander MainMainPEAK HOUR T218 DATE:LOCATION:PROJECT #:SC2286 Thu, Feb 27, 20 NORTH & SOUTH:LOCATION #:137 EAST & WEST:CONTROL:SIGNAL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES:2 0.5 0.5 1 1 1 1 3 1 1 3 0 0 0 0 0 6:30 AM 2 0 0 9 0 35 54 193 13 2 156 14 478 0 0 1 0 1 6:45 AM 1 0 1 14 3 49 84 195 24 1 146 16 534 0 0 0 0 0 7:00 AM 2 0 0 11 3 82 59 158 18 3 138 22 496 0 0 0 0 0 7:15 AM 1 0 2 14 1 82 59 159 12 3 172 20 525 0 0 0 0 0 7:30 AM 5 2 1 18 2 120 60 167 10 3 183 23 594 0 0 0 0 0 7:45 AM 4 2 1 28 9 149 76 223 20 2 171 25 710 0 0 0 0 0 8:00 AM 4 4 3 31 4 82 63 196 20 3 143 12 565 0 0 0 0 0 8:15 AM 11 0 1 14 2 76 51 160 13 1 158 9 496 0 1 1 0 2 8:30 AM 1 2 2 24 7 72 36 169 29 4 121 9 476 0 0 0 1 1 8:45 AM 4 3 3 23 9 96 45 181 23 5 158 7 557 0 0 0 0 0 9:00 AM 18 2 5 26 4 51 20 172 17 2 149 13 479 0 0 0 0 0 9:15 AM 8 7 4 9 6 49 44 151 13 6 199 12 508 0 0 2 1 3 VOLUMES 61 22 23 221 50 943 651 2,124 212 35 1,894 182 6,418 0 1 4 2 7 APPROACH %58%21%22%18%4%78%22%71%7%2%90%9% APP/DEPART 106 /852 1,214 /295 2,987 /2,369 2,111 /2,902 0 BEGIN PEAK HR VOLUMES 14 8 7 91 16 433 258 745 62 11 669 80 2,394 0 0 0 0 APPROACH %48%28%24%17%3%80%24%70%6%1%88%11% PEAK HR FACTOR 0.659 0.726 0.835 0.909 0.843 APP/DEPART 29 /346 540 /89 1,065 /843 760 /1,116 0 2:30 PM 17 5 4 19 2 66 60 171 20 4 205 21 594 0 0 1 0 1 2:45 PM 15 6 5 17 0 80 87 169 16 6 167 14 582 0 0 0 0 0 3:00 PM 19 3 4 24 2 122 75 211 22 7 208 17 714 0 0 0 1 1 3:15 PM 11 2 9 22 3 92 77 185 22 3 225 16 667 0 0 0 0 0 3:30 PM 29 1 3 21 1 150 68 232 11 4 221 13 754 0 0 1 0 1 3:45 PM 21 6 5 20 1 127 106 181 27 3 234 12 743 0 0 0 0 0 4:00 PM 31 10 2 19 1 111 83 185 15 6 275 24 762 0 0 0 1 1 4:15 PM 16 2 4 24 5 82 84 172 12 3 238 18 660 0 0 0 0 0 4:30 PM 26 3 5 24 1 98 81 205 19 5 216 28 711 0 0 0 1 1 4:45 PM 25 3 5 14 0 78 87 175 14 5 205 19 630 0 0 0 0 0 5:00 PM 34 10 0 9 3 89 77 182 15 4 261 29 713 0 0 0 0 0 5:15 PM 26 8 4 17 5 100 86 149 10 3 189 27 624 0 0 0 0 0 VOLUMES 270 59 50 230 24 1,195 971 2,217 203 53 2,644 238 8,154 0 0 2 3 5 APPROACH %71%16%13%16%2%82%29%65%6%2%90%8% APP/DEPART 379 /1,266 1,449 /277 3,391 /2,500 2,935 /4,111 0 BEGIN PEAK HR VOLUMES 92 19 19 82 6 480 334 783 75 16 955 65 2,926 0 0 1 1 APPROACH %71%15%15%14%1%85%28%66%6%2%92%6% PEAK HR FACTOR 0.756 0.826 0.949 0.849 0.960 APP/DEPART 130 /417 568 /96 1,192 /885 1,036 /1,528 0 Brandywine NORTH SIDE Main WEST SIDE EAST SIDE Main SOUTH SIDE Brandywine N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 6:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 2 1 0 3 0 1 1 0 2 0 1 0 0 1 7:45 AM 2 0 0 0 2 1 0 0 0 1 1 0 0 0 1 8:00 AM 1 1 1 0 3 1 1 1 0 3 0 0 0 0 0 8:15 AM 1 0 1 0 2 0 0 1 0 1 1 0 0 0 1 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 1 0 1 0 2 1 0 1 0 2 0 0 0 0 0 9:00 AM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 9:15 AM 2 0 0 0 2 0 0 0 0 0 2 0 0 0 2 TOTAL 8 3 4 0 15 3 2 4 0 9 5 1 0 0 6 2 2 2 0 6 2:30 PM 1 1 0 0 2 1 0 0 0 1 0 1 0 0 1 2:45 PM 1 2 0 0 3 0 1 0 0 1 1 1 0 0 2 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 1 1 1 0 3 0 0 0 0 0 1 1 1 0 3 3:30 PM 1 0 1 0 2 0 0 0 0 0 1 0 1 0 2 3:45 PM 2 0 0 1 3 0 0 0 0 0 2 0 0 1 3 4:00 PM 1 2 1 0 4 0 0 0 0 0 1 2 1 0 4 4:15 PM 2 1 3 0 6 2 0 2 0 4 0 1 1 0 2 4:30 PM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 4:45 PM 1 0 1 0 2 1 0 1 0 2 0 0 0 0 0 5:00 PM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 5:15 PM 3 0 1 0 4 0 0 1 0 1 3 0 0 0 3 TOTAL 14 7 9 1 31 4 1 4 0 9 10 6 5 1 22 0 0 0 0 0 INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Chula Vista Brandywine Main PM BEGIN PEAK HR 3:15 PM BICYCLE CROSSINGSPEDESTRIAN CROSSINGS U-TURNS Brandywine Brandywine Main Main AMPMAM7:15 AM PM3:15 PM PEDESTRIAN + BIKE CROSSINGS AM BEGIN PEAK HR 7:15 AM Add U-Turns to Left Turns 2,663 2,138 74 451 TOTAL 2,118 1,449 1,195 24 230 PM 1,266 1,214 943 50 221 AM 852 2,111 2,935 5,046 7,013 4,111 2,902 182 238 420 1,894 2,644 4,538 TOTALPMAM35 53 88 1,622 971 651 AMPMTOTAL4,341 2,217 2,124 415 203 212 2,369 2,500 4,869 6,378 3,391 2,987 295 AM 61 22 23 106 277 PM 270 59 50 379 572 TOTAL 331 81 73 485 1,108 913 22 173 TOTAL 763 568 480 6 82 PM 417 540 433 16 91 AM 346 760 1,036 1,796 2,644 1,528 1,116 80 65 145 669 955 1,624 TOTALPMAMAM 7:15 AM 9:15 AM 11 16 27 592 334 258 #N/A AMPMTOTAL1,528 783 745 PM 3:15 PM 5:15 PM 137 75 62 843 885 1,728 2,257 1,192 1,065 89 AM 14 8 7 29 96 PM 92 19 19 130 185 Total 106 27 26 159 AimTD LLC TURNING MOVEMENT COUNTS Brandywine MainMainSC2286 ALL HOURS Chula Vista Brandywine Brandywine Brandywine MainMainPEAK HOUR T218 DATE:LOCATION:PROJECT #:SC2286 Thu, Feb 27, 20 NORTH & SOUTH:LOCATION #:229 EAST & WEST:CONTROL:SIGNAL NOTES:AM ▲ PM N MD ◄ W E ► OTHER S OTHER ▼ NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES:1 0.5 0.5 1 0.5 0.5 1 3 1 1 3 1 0 0 0 0 6:30 AM 1 0 0 0 0 1 9 173 8 1 155 0 348 0 0 0 0 0 6:45 AM 0 0 1 0 0 1 8 186 14 0 166 1 377 0 0 1 0 1 7:00 AM 2 0 0 1 0 1 6 130 13 0 177 1 331 0 0 0 0 0 7:15 AM 2 0 0 1 0 5 8 152 12 0 186 1 367 0 0 0 0 0 7:30 AM 4 0 0 0 0 5 11 179 10 1 213 0 423 0 0 1 0 1 7:45 AM 2 0 0 1 0 1 16 211 19 3 192 1 446 0 0 2 0 2 8:00 AM 7 0 2 0 1 5 22 190 17 1 141 0 386 0 0 0 0 0 8:15 AM 6 0 1 3 0 26 16 145 9 0 127 1 334 0 0 0 0 0 8:30 AM 2 1 1 0 1 8 26 172 13 2 135 2 363 0 0 0 0 0 8:45 AM 13 3 2 0 2 22 26 195 11 1 142 0 417 0 0 1 0 1 9:00 AM 6 1 0 2 1 10 33 156 8 0 147 1 365 0 0 3 0 3 9:15 AM 10 1 4 3 1 39 19 148 7 1 161 3 397 0 0 0 0 0 VOLUMES 55 6 11 11 6 124 200 2,037 141 10 1,942 11 4,554 0 0 8 0 8 APPROACH %76%8%15%8%4%88%8%86%6%1%99%1% APP/DEPART 72 /209 141 /157 2,378 /2,059 1,963 /2,129 0 BEGIN PEAK HR VOLUMES 15 0 2 2 1 16 57 732 58 5 732 2 1,622 0 0 3 0 APPROACH %88%0%12%11%5%84%7%86%7%1%99%0% PEAK HR FACTOR 0.472 0.792 0.861 0.863 0.909 APP/DEPART 17 /56 19 /64 847 /736 739 /766 0 2:30 PM 8 1 3 3 0 17 18 167 9 1 191 3 421 0 0 0 0 0 2:45 PM 9 2 1 0 1 21 14 183 5 2 167 3 408 0 0 2 0 2 3:00 PM 16 1 6 3 0 22 20 212 12 3 210 1 506 0 0 0 0 0 3:15 PM 8 0 1 1 0 18 15 188 12 1 196 1 441 0 0 0 0 0 3:30 PM 12 1 5 1 1 10 17 231 8 2 248 1 537 0 0 0 0 0 3:45 PM 6 0 3 2 0 21 23 167 14 5 210 2 453 0 0 1 1 2 4:00 PM 18 0 6 1 0 23 20 174 5 2 281 6 536 0 0 1 0 1 4:15 PM 9 0 1 4 0 22 22 176 13 1 202 0 450 0 0 3 0 3 4:30 PM 15 1 4 0 0 22 9 204 10 0 209 3 477 0 0 1 0 1 4:45 PM 14 0 1 2 1 16 14 181 5 0 220 5 459 0 0 1 0 1 5:00 PM 24 1 2 3 1 19 17 165 7 3 246 1 489 0 0 1 0 1 5:15 PM 11 0 0 0 0 21 16 153 1 0 170 4 376 0 0 0 0 0 VOLUMES 150 7 33 20 4 232 205 2,201 101 20 2,550 30 5,553 0 0 10 1 11 APPROACH %79%4%17%8%2%91%8%88%4%1%98%1% APP/DEPART 190 /232 256 /124 2,507 /2,255 2,600 /2,942 0 BEGIN PEAK HR VOLUMES 45 1 15 8 1 76 82 748 40 10 941 9 1,976 0 0 5 1 APPROACH %74%2%25%9%1%89%9%86%5%1%98%1% PEAK HR FACTOR 0.635 0.817 0.850 0.830 0.920 APP/DEPART 61 /87 85 /50 870 /772 960 /1,067 0 Auto Park Place NORTH SIDE Main WEST SIDE EAST SIDE Main SOUTH SIDE Auto Park Place N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SIDE TOTAL NS SS ES WS TOTAL 6:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:45 AM 2 1 0 0 3 2 0 0 0 2 0 1 0 0 1 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 2 0 1 3 0 0 0 0 0 0 2 0 1 3 7:45 AM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0 8:00 AM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 AM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 9:15 AM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0 TOTAL 6 3 0 1 10 4 0 0 0 4 2 3 0 1 6 1 0 0 0 1 2:30 PM 1 1 0 0 2 1 1 0 0 2 0 0 0 0 0 2:45 PM 2 1 0 0 3 1 1 0 0 2 1 0 0 0 1 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:30 PM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 3:45 PM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 4:00 PM 1 1 0 0 2 1 0 0 0 1 0 1 0 0 1 4:15 PM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0 5:00 PM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 5:15 PM 2 0 0 0 2 0 0 0 0 0 2 0 0 0 2 TOTAL 11 3 0 0 14 4 2 0 0 6 7 1 0 0 8 1 0 0 0 1AMPMAM7:15 AM PM3:30 PM PEDESTRIAN + BIKE CROSSINGS AM BEGIN PEAK HR 7:15 AM PM BEGIN PEAK HR 3:30 PM BICYCLE CROSSINGSPEDESTRIAN CROSSINGS U-TURNS Auto Park Place Auto Park Place Main Main INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Chula Vista Auto Park Place Main Add U-Turns to Left Turns 397 356 10 31 TOTAL 441 256 232 4 20 PM 232 141 124 6 11 AM 209 1,963 2,600 4,563 5,071 2,942 2,129 11 30 41 1,942 2,550 4,492 TOTALPMAM10 20 30 405 205 200 AMPMTOTAL4,238 2,201 2,037 242 101 141 2,059 2,255 4,314 4,885 2,507 2,378 157 AM 55 6 11 72 124 PM 150 7 33 190 281 TOTAL 205 13 44 262 104 92 2 10 TOTAL 143 85 76 1 8 PM 87 19 16 1 2 AM 56 739 960 1,699 1,833 1,067 766 2 9 11 732 941 1,673 TOTALPMAMAM 7:15 AM 9:15 AM 5 10 15 139 82 57 #N/A AMPMTOTAL1,480 748 732 PM 3:30 PM 5:15 PM 98 40 58 736 772 1,508 1,717 870 847 64 AM 15 0 2 17 50 PM 45 1 15 61 114 Total 60 1 17 78 Auto Park Place Auto Park Place Auto Park Place MainMainPEAK HOUR AimTD LLC TURNING MOVEMENT COUNTS Auto Park Place MainMainSC2286 ALL HOURS Chula Vista RamRpmTamTpmLamLpmRamRpmTamTpmLamLpmSb 56 69 0 0 5 9 111 81 0 0 14 11Wb 7 15 759 1311 0 0 21 18 1104 1481 0 0Nb 0 000000 00000Eb0 0 876 1039 23 86 0 0 1052 1179 61 101-15.8%Sb 173 287 13 6 47 37 433 480 16 6 91 82Wb 26 51 553 955 11 5 80 65 669 955 11 16Nb 9 8 4 19 27 86 7 19 8 19 14 92Eb53 27 579 679 168 266 62 75 745 783 258 334-23.3%-19.5%AverageAVERAGE CHANGEINTERSECTION DIRECTIONPROJECT #3408(THURSDAY, JUNE 24, 2021)THURSDAY, FEBRUARY 27, 20209. Main St / Brandywine Ave8. Main St / Oleander Ave TRAFFIC SIGNAL TIMING SHEET -- CITY OF CHULA VISTA SCN: 162 ADDRESS: 10 Program:233; SET CLOCK: SET DATE:81=ddyym ; SET TIME:80=hhmms [day]; 8F=mmss.s ; E KEY ENABLE: F-9-E = 9 ;SET MODE:{C-0-C=0} C-A-1=0 ; F-C-0=5.0 ; F-O-F=3.0 ; ESTABLISH COMM: C-0-0=ADDRESS ; C-0-1=1 ; C-0-2=1 ; C-0-3=SCN ; SET PED PHASES: {C-0-E=125} E-F-5=[2] ; E-F-6=[6] ; E-F-7=[4] ; E-F-8=[8] ; SET OPTICOM: {C-0-E=125} E-E-A=[2,5] ; E-E-B=[4,7] ; E-E-C=[1,6] ; E-E-D=[3,8] ; E-F-F=[3] ; F-0-8=F-0-9=2 ; PHASE FLAGS {C-0-F = 1} (F-F-X) PHASE TIMING BANK 1 {C-0-F = 1} (F-PHASE-X) LOCAL SCHEDULER{C-0-9 = 0.1}(PAGE 1) 0 1 2 3 4 6 7 8 9 A B C D E F 0 1 2 3 4 5 6 7 8 9 A B C D E F 9-EVENT TIME PLAN/OS [ DAY ] PHASE 1 X 4 2.6 2.6 2.6 55 3.2 1.0 0 = 0630 8 A [2,3,4,5,6] 1 = 0900 7 A [2,3,4,5,6] → 2 X X 7 16 10 1.2 5.5 5.9 2.0 60 1.4 4.3 1.0 2 = 1430 9 A [2,3,4,5,6] 3 = 1900 7 A [2,3,4,5,6] 3 X 4 2.0 2.0 2.0 40 3.2 1.0 4 = 2000 E A [2,3,4,5,6] 5 = 1000 7 A [1,7] 4 X 7 23 7 3.0 3.0 3.0 50 4.4 1.0 6 = 1900 E A [1,7] 7 = A 5 X 4 2.5 2.5 2.5 55 3.2 1.0 8 = A 9 = A ← 6 X X 7 14 10 1.2 5.5 5.9 2.0 60 1.4 5.2 1.0 A = A B = A 7 X 4 2.0 2.0 2.0 35 3.2 1.0 C = A D = A 8 X 7 26 7 3.0 3.0 3.0 50 4.0 1.0 E = A F = A OTHER INPUTS: {C-0-E = 126} E-1-8 = E-1-9 = E-1-A = E-1-B = [4,5,7] NOTE:Plan E=Free ; Plan F=Flash {C-0-C = 1} C-F-0 = [2,4,6,8] ; DETECTOR PARAM: {C-0-D = 0} D-1-0 = 2.0 ; D-3-0 = 1.5 ; D-2-0 = 2.0 ; D-4-0 = 1.5 ; D-1-6 = 2.0 ; D-3-6 = 1.5 ; D-2-6 = 2.0 ; D-4-6 = 1.5 ; COORDINATION TIMING PLAN {C-0-C = 1} (C-PLAN-X) TIMING PLAN FUNCTIONS {C-0-C = 2} (C-PLAN-X) CYCLE FORCE-OFF OFFSET [SYNC s ][LAG s] PED-ADJ RSRV-TIME[ RESERVED s][ PRETIMED s ][MAX RECALL s] 0 1 2 3 4 5 6 7 8 9 A B C D E F C-E-PLAN C-F-PLAN | 0 5 6 8 9 | PLAN 1 2 3 4 5 6 7 128 90 0 24 65 90 0 24 65 0 12 0 0 27 255 0 [2,6] [2,4,6,8] 8 150 97 0 15 68 97 0 27 68 0 128 0 0 26 255 0 [2,6] [2,4,6,8] 9 140 86 0 20 52 86 0 20 52 0 113 0 0 26 255 3 [2,6] [2,4,6,8] 3 ___________________________________________________________________________________________________________________________________________________________ NOTE: VIEW CURRENT BANK: {C-0-F = 0} F-C-E = (Current Bank) ; BATT. CHECK: {C-0-E = 112} E-0-A = (85 is OK) = (84 is BAD) ; DATE : April 20, 2016 VERSION: 2.1 BRANDYWINE / OLYMPIC TRAFFIC SIGNAL TIMING SHEET -- CITY OF CHULA VISTA SCN: 254 ADDRESS: 4 Program:233; SET CLOCK: SET DATE:81=ddyym ; SET TIME:80=hhmms [day]; 8F=mmss.s ; E KEY ENABLE: F-9-E = 9 ;SET MODE:{C-0-C=0} C-A-1=0 ; F-C-0=3.0 ; F-O-F=3.0 ; ESTABLISH COMM: C-0-0=ADDRESS ; C-0-1=1 ; C-0-2=1 ; C-0-3=SCN ; SET PED PHASES: {C-0-E=125} E-F-5=[2] ; E-F-6=[6] ; E-F-7=[4] ; E-F-8=[8] ; SET OPTICOM: {C-0-E=125} E-E-A=[2] ; E-E-B=[4,7] ; E-E-C=[6] ; E-E-D=[3,8] ; E-F-F=[3,5] ; F-0-8=F-0-9=2 ; F-E-2=F-E-4=F-E-6=F-E-8=2 ; PHASE FLAGS {C-0-F = 1} (F-F-X) PHASE TIMING BANK 1 {C-0-F = 1} (F-PHASE-X) LOCAL SCHEDULER{C-0-9 = 0.1}(PAGE 1) 0 1 2 3 4 6 7 8 9 A B C D E F 0 1 2 3 4 5 6 7 8 9 A B C D E F 9-EVENT TIME PLAN/OS [ DAY ] PHASE 1 0 = 0000 E A [1,2,3,4,5,6,7] 1 = A → 2 X X 7 17 3 0.0 3.0 3.0 3.0 30 4 4.0 1.0 2 = A 3 = A 3 X 2 0.0 2.5 2.5 2.5 26 3.0 1.0 4 = A 5 = A 4 X X X 7 10 8 0.0 4.5 5.1 2.0 50 3 1.3 4.0 1.0 6 = A 7 = A 5 8 = A 9 = A ← 6 X X 7 17 3 0.0 3.0 3.0 3.0 30 4 4.0 1.0 A = A B = A 7 X 2 0.0 1.2 1.2 1.2 26 3.0 0.5 C = A D = A 8 X X X 7 10 8 0.0 5.0 5.8 2.0 50 3 1.3 4.0 1.0 E = A F = A OTHER INPUTS: {C-0-E = 126} E-1-8 = E-1-9 = E-1-A = E-1-B = [4,5,7] NOTE:Plan E=Free ; Plan F=Flash {C-0-C = 1} C-F-0 = [2,4,6,8] ; DETECTOR PARAM: {C-0-D = 0} COORDINATION TIMING PLAN {C-0-C = 1} (C-PLAN-X) TIMING PLAN FUNCTIONS {C-0-C = 2} (C-PLAN-X) CYCLE FORCE-OFF OFFSET [SYNC s ][LAG s] PED-ADJ RSRV-TIME[ RESERVED s][ PRETIMED s ][MAX RECALL s] 0 1 2 3 4 5 6 7 8 9 A B C D E F C-E-PLAN C-F-PLAN | 0 5 6 8 9 | PLAN 1 2 3 4 5 6 7 8 9 ___________________________________________________________________________________________________________________________________________________________ NOTE: VIEW CURRENT BANK: {C-0-F = 0} F-C-E = (Current Bank) ; BATT. CHECK: {C-0-E = 112} E-0-A = (85 is OK) = (84 is BAD) ; DATE : October 21, 2010 VERSION: 1.2 BRANDYWINE / SEQUOIA INTERSECTION: 230 Main/Main Court Page 1 (of 9) Group Assignment:NONE N/S Street Name:Main Ct Last Database Change: Field Master Assignment:NONE E/W Street Name:Main St System Reference Number:230 Notes: Change By Date By Date Drop Number 1 <C/0+0+0> Zone Number 1 <C/0+0+1> Area Number 0 <C/0+0+2>0 <F/1+0+E>Exclusive Walk 0 <F/1+0+0> Area Address 146 <C/0+0+3><C/0+A+1>3.0 <F/1+0+F>Exclusive FDW 0 <F/1+0+1> QuicNet Channel (QuicNet)<C/0+B+1>5.0 <F/1+C+0>All Red Clear 0.0 <F/1+0+2> Communication Addresses Manual Selection Start / Revert Times Exclusive Ped Phase Column Numbers ----> 1 2 3 4 5 6 7 8 9 A B C D E Row Phase Names ----> Row 0 Ped Walk 0 7 0 0 0 0 0 0 - - - - - - - - - - - - - - - RR-1 Delay 0 Permit 0 1 Ped FDW 0 19 0 0 0 0 0 0 Phase 1 0 0 0 0 0.0 RR-1 Clear 0 Red Lock 1 2 Min Green 4 10 0 0 0 10 0 4 Phase 2 20 0 0 0 0.0 EV-A Delay 0 Yellow Lock 2 3 Type 3 Disconnect 0 0 0 0 0 0 0 0 Phase 3 0 0 0 0 0.0 EV-A Clear 0 Min Recall 3 4 Added per Vehicle 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 4 20 0 0 0 0.0 EV-B Delay 0 Ped Recall 4 5 Veh Extension 2.0 4.5 0.0 0.0 0.0 3.5 0.0 3.5 Phase 5 0 0 0 0 0.0 EV-B Clear 0 View Set Peds 5 6 Max Gap 2.0 5.3 0.0 0.0 0.0 3.5 0.0 3.5 Phase 6 20 0 0 0 0.0 EV-C Delay 0 Rest In Walk 6 7 Min Gap 2.0 2.0 0.0 0.0 0.0 3.5 0.0 3.5 Phase 7 0 0 0 0 0.0 EV-C Clear 0 Red Rest 7 8 Max Limit 30 50 0 0 0 50 0 40 Phase 8 20 0 0 0 0.0 EV-D Delay 0 Dual Entry 8 9 Max Limit 2 0 0 0 0 0 0 0 0 EV-D Clear 0 Max Recall 9 A Adv. / Delay Walk 0 0 0 0 0 0 0 0 Max Initial RR-2 Delay 0 Soft Recall A B PE Min Ped FDW 0 0 0 0 0 0 0 0 Alternate Walk RR-2 Clear 0 Max 2 B C Cond Serv Check 0 0 0 0 0 0 0 0 Alternate FDW View EV Delay - - - Cond. Service C D Reduce Every 0.0 1.2 0.0 0.0 0.0 1.2 0.0 0.0 Alternate Initial View EV Clear - - - Man Cntrl Calls D E Yellow Change 3.2 4.4 0.0 0.0 0.0 4.4 0.0 3.2 Alternate Extension View RR Delay - - - Yellow Start E F Red Clear 1.0 1.0 0.0 0.0 0.0 1.0 0.0 1.0 View RR Clear - - - First Phases F Phase Timing - Bank 1 <C+0+F=1> Alternate Timing <C+0+F=1>Preempt Timing Phase Functions <C+0+F=1> 5/20/2021 9:21 Change Change Record ________ ________ - - - - - ________ ________ 12___6_8 ________ ________ ________ ________ _2___6__ ________ ________ ________ ________ _2___6__ F (Outputs specified in Assignable Outputs at E/127+A+E & F) Phase Manual Plan Manual OffsetUDP:8018:10.242.20.146 All Red Start Manual Plan 0 = Automatic 1-9 = Plan 1-9 14 = Free 15 = Flash Manual Offset 0 = Automatic 1 = Offset A 2 = Offset B 3 = Offset C Flash Start Red Revert Printed on 6/24/2021 5:14 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 230 Main/Main Court Page 2 (of 9) Column Numbers ----> 1 2 3 4 5 6 7 8 Row Overlap Name ----> C Row 0 Load Switch Number 0 0 0 0 0 0 0 0 EV-A 0 0 1 Veh Set 1 - Phases ________________________________________________________________EV-B 0 1 2 Veh Set 2 - Phases ________________________________________________________________EV-C 0 2 3 Veh Set 3 - Phases ________________________________________________________________EV-D 0 3 4 Neg Veh Phases ________________________________________________________________RR-1 * - - - 4 5 Neg Ped Phases ________________________________________________________________RR-2 * - - - 5 6 Green Omit Phases ________________________________________________________________SE-1 0 6 7 Green Clear Omit Phs.________________________________________________________________SE-2 0 7 8 8 9 9 A A B B C C D Green Clear 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 D E Yellow Change 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 E F Red Clear 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 F Overlap Assignments <C+0+E=29> Row Column Numbers ----> E F 2 Row 0 Exclusive Phases ________Fast Green Flash Phase 0 1 RR-1 Clear Phases ________Ext. Permit 1 Phases ________Green Flash Phases Phase 1 10 1 2 RR-2 Clear Phases ________Ext. Permit 2 Phases ________Flashing Walk Phases Phase 2 10 2 3 RR-2 Limited Service ________Exclusive Ped Assign ________Guaranteed Passage Phase 3 10 3 4 Prot / Perm Phases ________Preempt Non-Lock 12345678 Simultaneous Gap Term Phase 4 10 4 5 Flash to PE Circuits ________Ped for 2P Output _2______Sequential Timing Phase 5 10 5 6 Flash Entry Phases ________Ped for 6P Output ________Advance Walk Phases Phase 6 10 6 7 Disable Yellow Range ________Ped for 4P Output ________Delay Walk Phases Phase 7 10 7 8 Disable Ovp Yel Range ________Ped for 8P Output ________External Recall Phase 8 10 8 9 Overlap Yellow Flash ________Yellow Flash Phases ________Start-up Overlap Green 9 A EV-A Phases _2______Low Priority A Phases ________Max Extension A B EV-B Phases ________Low Priority B Phases ________Inhibit Ped Reservice B C EV-C Phases 1____6__Low Priority C Phases ________Semi-Actuated C D EV-D Phases _______8 Low Priority D Phases ________Start-up Overlap Yellow D E Extra 1 Config. Bits 1_3_5___Restricted Phases ________Start-up Vehicle Calls E F IC Select (Interconnect)_2______Extra 2 Config. Bits __3_____Start-up Ped Calls F Configuration <C+0+E=125>Configuration <C+0+E=125>Specials <C+0+F=2> Overlap Coordination Transition ________ 12345678 ________ ________ ________ F <C+0+E=125> IC Select Flags 1 = 2 = Modem 3 = 7-Wire Slave 4 = Flash / Free 5 = 6 = Simplex Master 7 = 7-Wire Master 8 = Offset Interrupter Flash to PE & PE Non-Lock 1 = EV A 5 = RR 1 2 = EV B 6 = RR 2 3 = EV C 7 = SE 1 4 = EV D 8 = SE 2 _2______ ________ ________ ________ ________ ________ 12___6_8 Preempt Priority Extra 1 Flags 1 = TBC Type 1 2 = NEMA Ext. Coord 3 = Auto Daylight Savings 4 = Solid FDW on EV 5 = Extended Status 6 = International Ped 7 = Flash - Clear Outputs 8 = Split Ring Extra 2 Flags 1 = AWB During Initial 2 = LMU Installed 3 = Disable Min Walk 4 = QuicNet/4 System 5 = Ignore P/P on EV 6 = 7 = Allow QuicNet PE 8 = ( * RR-1 is always Highest, and RR-2 is always Second Highest ) <C+0+C=5> ________ ________ ________ ________ Minimums Printed on 6/24/2021 5:14 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 230 Main/Main Court Page 3 (of 9) Column Numbers ----> 1 2 3 4 5 6 7 8 9 Row Plan Name ----> Row E Row 0 Cycle Length 56 64 64 72 90 110 110 110 110 0 0 1 Phase 1 - ForceOff 31 37 0 42 52 52 57 57 57 1 Plan 1 - Sync _2___6__1 2 Phase 2 - ForceOff 0 0 48 0 0 0 0 0 0 2 Plan 2 - Sync _2___6__2 3 Phase 3 - ForceOff 0 0 0 0 0 0 0 0 0 3 Plan 3 - Sync 1____6__3 4 Phase 4 - ForceOff 0 0 0 0 0 0 0 0 0 4 Plan 4 - Sync _2___6__4 5 Phase 5 - ForceOff 0 0 0 0 0 0 0 0 0 5 Plan 5 - Sync _2___6__5 6 Phase 6 - ForceOff 0 0 0 0 0 0 0 0 0 6 Plan 6 - Sync _2___6__6 7 Phase 7 - ForceOff 0 0 0 0 0 0 0 0 0 7 Plan 7 - Sync _2___6__7 8 Phase 8 - ForceOff 17 20 23 23 27 32 37 32 32 8 Plan 8 - Sync _2___6__8 9 Ring Offset 0 0 0 0 0 0 0 0 0 9 Plan 9 - Sync _2___6__9 A Offset 1 0 0 0 0 5 42 109 32 8 A NEMA Sync ________A B Offset 2 0 0 0 0 0 0 0 0 0 B NEMA Hold ________B C Offset 3 0 0 0 0 0 0 0 0 0 C C D Perm 1 - End 0 0 0 0 5 5 5 5 5 D D E Hold Release 255 255 255 255 255 255 255 255 255 E Coord Extra ________E F Zone Offset 0 0 0 0 0 0 0 0 0 F F Coordination - Bank 1 <C+0+C=1>Sync Phases <C+0+C=1> Row Row F Row 0 Ped Adjustment 0 0 0 0 0 0 0 0 0 0 Free Lag _2___6_8 0 1 Perm 2 - Start 0 0 0 0 0 0 0 0 0 1 Plan 1 - Lag _2___6_8 1 2 Perm 2 - End 0 0 0 0 0 0 0 0 0 2 Plan 2 - Lag _2___6_8 2 3 Perm 3 - Start 0 0 0 0 0 0 0 0 0 3 Plan 3 - Lag 1____6_8 3 4 Perm 3 - End 0 0 0 0 0 0 0 0 0 4 Plan 4 - Lag _2___6_8 4 5 Reservice Time 0 0 0 0 0 0 0 0 0 5 Plan 5 - Lag _2_4_6_8 5 6 Reservice Phases ________________________________________________________________________6 Plan 6 - Lag _2_4_6_8 6 7 7 Plan 7 - Lag _2_4_6_8 7 8 Pretimed Phases ________________________________________________________________________8 Plan 8 - Lag _2_4_6_8 8 9 Max Recall ________________________________________________________________________9 Plan 9 - Lag _2_4_6_8 9 A Perm 1 Veh Phase 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 A External Lag ________A B Perm 1 Ped Phase 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 B B C Perm 2 Veh Phase ________________________________________________________________________C C D Perm 2 Ped Phase ________________________________________________________________________D D E Perm 3 Veh Phase ________________________________________________________________________E E F Perm 3 Ped Phase ________________________________________________________________________F F Coordination - Bank 2 <C+0+C=2>Lag Phases <C+0+C=1> Plan Coord Extra 1 = Programmed WALK Time for Sync Phases 2 = Always Terminate Sync Phase Peds Printed on 6/24/2021 5:14 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 230 Main/Main Court Page 4 (of 9) Row Row 0 Spec. Funct. 1 0 NOT-3 0 Max 2 0 Pretimed 0 Set Monday 0 Dial 2 (7-Wire)0 Sim Term 0 0 1 Spec. Funct. 2 0 NOT-4 0 System Det 1 0 Plan 1 0 Ext. Perm 1 0 Dial 3 (7-Wire)0 EV-A 71 1 2 Spec. Funct. 3 0 OR-4 (a)0 System Det 2 0 Plan 2 0 Ext. Perm 2 0 Offset 1 (7-Wire)0 EV-B 72 2 3 Spec. Funct. 4 0 OR-4 (b)0 System Det 3 0 Plan 3 0 Reserved 0 Offset 2 (7-Wire)0 EV-C 73 3 4 NAND-3 (a)0 OR-5 (a)0 System Det 4 0 Plan 4 0 Set Clock 0 Offset 3 (7-Wire)0 EV-D 74 4 5 NAND-3 (b)0 OR-5 (b)0 System Det 5 0 Plan 5 0 Stop Time 82 Free (7-Wire)0 RR-1 51 5 6 NAND-4 (a)0 OR-6 (a)0 System Det 6 0 Plan 6 0 Flash Sense 81 Flash (7-Wire)0 RR-2 52 6 7 NAND-4 (b)0 OR-6 (b)0 System Det 7 0 Plan 7 0 Manual Enable 0 Excl. Ped Omit 0 Spec. Event 1 0 7 8 OR-7 (a)0 Fig 3 Diamond 0 System Det 8 0 Plan 8 0 Man. Advance 0 NOT-1 0 Spec. Event 2 0 8 9 OR-7 (b)0 Fig 4 Diamond 0 Max Inhibit (nema)0 Plan 9 0 External Alarm 0 NOT-2 0 External Lag 0 9 A OR-7 (c)0 AND-4 (a)0 Force A (nema)0 DELAY-A 0 Phase Bank 2 0 OR-1 (a)0 AND-1 (a)0 A B OR-7 (d)0 AND-4 (b)0 Force B (nema)0 DELAY-B 0 Phase Bank 3 0 OR-1 (b)0 AND-1 (b)0 B C OR-8 (a)0 NAND-1 (a)0 C.N.A. (nema)0 DELAY-C 0 Overlap Set 2 0 OR-2 (a)0 AND-2 (a)0 C D OR-8 (b)0 NAND-1 (b)0 Hold (nema)0 DELAY-D 0 Overlap Set 3 0 OR-2 (b)0 AND-2 (b)0 D E OR-8 (c)0 NAND-2 (a)0 Max Recall 0 DELAY-E 0 Detector Set 2 0 OR-3 (a)0 AND-3 (a)0 E F OR-8 (d)0 NAND-2 (b)0 Min Recall 0 DELAY-F 0 Detector Set 3 0 OR-3 (b)0 AND-3 (b)0 F Assignable Inputs <C+0+E=126> Row Row 0 Phase ON - 1 0 Preempt Fail 0 Flasher 0 0 Free 0 NOT-1 0 TOD Out 1 0 Dial 2 (7-Wire)0 0 1 Phase ON - 2 0 Sp Evnt Out 1 0 Flasher 1 0 Plan 1 0 OR-1 0 TOD Out 2 0 Dial 3 (7-Wire)0 1 2 Phase ON - 3 0 Sp Evnt Out 2 0 Fast Flasher 0 Plan 2 0 OR-2 0 TOD Out 3 0 Offset 1 (7-Wire)0 2 3 Phase ON - 4 0 Sp Evnt Out 3 0 Fig 3 Diamond 0 Plan 3 0 OR-3 0 TOD Out 4 0 Offset 2 (7-Wire)0 3 4 Phase ON - 5 0 Sp Evnt Out 4 0 Fig 4 Diamond 0 Plan 4 0 AND-1 0 TOD Out 5 0 Offset 3 (7-Wire)0 4 5 Phase ON - 6 0 Sp Evnt Out 5 0 Plan 5 0 AND-2 0 TOD Out 6 0 Free (7-Wire)0 5 6 Phase ON - 7 0 Sp Evnt Out 6 0 Plan 6 0 AND-3 0 TOD Out 7 0 Flash (7-Wire)0 6 7 Phase ON - 8 0 Sp Evnt Out 7 0 Plan 7 0 NOT-2 0 TOD Out 8 0 Preempt 0 7 8 Ph. Check - 1 0 Sp Evnt Out 8 0 NOT-3 0 Plan 8 0 EV-A 0 Adv. Warn - 1 0 Low Priority A 0 8 9 Ph. Check - 2 0 NOT-4 0 Plan 9 0 EV-B 0 Adv. Warn - 2 0 Low Priority B 0 9 A Ph. Check - 3 0 Detector Fail 0 OR-4 0 Spec. Funct. 3 0 EV-C 0 DELAY-A 0 Low Priority C 0 A B Ph. Check - 4 0 Spec. Funct. 1 0 OR-5 0 Spec. Funct. 4 0 EV-D 0 DELAY-B 0 Low Priority D 0 B C Ph. Check - 5 0 Spec. Funct. 2 0 OR-6 0 NAND-3 0 RR-1 0 DELAY-C 0 C D Ph. Check - 6 0 Central Control 0 AND-4 0 NAND-4 0 RR-2 0 DELAY-D 0 D E Ph. Check - 7 0 Excl. Ped DW 0 NAND-1 0 OR-7 0 Spec. Event 1 0 DELAY-E 0 E F Ph. Check - 8 0 Excl. Ped WK 0 NAND-2 0 OR-8 0 Spec. Event 2 0 DELAY-F 0 F Assignable Outputs <C+0+E=127> Column D Column C Column C Column D Column E Column F Column E Column F Column 9 Column 9 Column A Column B Column A Column B Printed on 6/24/2021 5:14 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 230 Main/Main Court Page 5 (of 9) Column Numbers ----> 1 2 3 4 5 6 7 8 9 A B C D Row Phase Names ----> Transition Type 0.3 <C/5+1+9> 0 Ped Walk 0 0 0 0 0 0 0 0 - - - - - - - - - - - - - - - TBC Transition 1 Ped FDW 0 0 0 0 0 0 0 0 Phase 1 0 0 0 0 0.0 2 Min Green 0 0 0 0 0 0 0 0 Phase 2 0 0 0 0 0.0 3 Type 3 Disconnect 0 0 0 0 0 0 0 0 Phase 3 0 0 0 0 0.0 Lag Hold Phases <C/5+1+A> 4 Added per Vehicle 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 4 0 0 0 0 0.0 Coordinated Lag Hold Phases 5 Veh Extension 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 5 0 0 0 0 0.0 6 Max Gap 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 6 0 0 0 0 0.0 7 Min Gap 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 7 0 0 0 0 0.0 8 Max Limit 0 0 0 0 0 0 0 0 Phase 8 0 0 0 0 0.0 9 Max Limit 2 0 0 0 0 0 0 0 0 A Adv. / Delay Walk 0 0 0 0 0 0 0 0 Max Initial Begin Month 4 <C/5+2+A> B PE Min Ped FDW 0 0 0 0 0 0 0 0 Alternate Walk Begin Week 1 <C/5+2+B> C Cond Serv Check 0 0 0 0 0 0 0 0 Alternate FDW End Month 10 <C/5+2+C> D Reduce Every 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Alternate Initial End Week 5 <C/5+2+D> E Yellow Change 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Alternate Extension Daylight Savings Time F Red Clear 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase Timing - Bank 2 <C+0+F=2> Alternate Timing Time B4 Yellow 0.0 <F/1+C+E> Phase Number 0 <F/1+C+F> Row 1 2 3 4 5 6 7 8 9 A B C D Advance Warning Beacon - Sign 1 0 Ped Walk 0 0 0 0 0 0 0 0 - - - - - - - - - - - - - - - 1 Ped FDW 0 0 0 0 0 0 0 0 Phase 1 0 0 0 0 0.0 Time B4 Yellow 0.0 <F/1+D+E> 2 Min Green 0 0 0 0 0 0 0 0 Phase 2 0 0 0 0 0.0 Phase Number 0 <F/1+D+F> 3 Type 3 Disconnect 0 0 0 0 0 0 0 0 Phase 3 0 0 0 0 0.0 Advance Warning Beacon - Sign 2 4 Added per Vehicle 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 4 0 0 0 0 0.0 5 Veh Extension 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 5 0 0 0 0 0.0 6 Max Gap 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 6 0 0 0 0 0.0 7 Min Gap 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 7 0 0 0 0 0.0 8 Max Limit 0 0 0 0 0 0 0 0 Phase 8 0 0 0 0 0.0 9 Max Limit 2 0 0 0 0 0 0 0 0 A Adv. / Delay Walk 0 0 0 0 0 0 0 0 Max Initial B PE Min Ped FDW 0 0 0 0 0 0 0 0 Alternate Walk C Cond Serv Check 0 0 0 0 0 0 0 0 Alternate FDW D Reduce Every 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Alternate Initial E Yellow Change 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Alternate Extension F Red Clear 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase Timing - Bank 3 <C+0+F=3> Alternate Timing Phase ________ Transition Type 0.X = Shortway 1.X = Lengthen X.1 thru X.4 = Number of cycles when lengthing Daylight Savings Date If set to all zeros, standard dates will be used. Printed on 6/24/2021 5:14 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 230 Main/Main Court Page 6 (of 9) Column Numbers ----> 0 1 2 3 1 3 C1 Pin Carry- Row Detector Name Number Attributes Phase(s)Assign Delay over Column Numbers ----> 1 2 3 4 5 6 7 8 Row 0 39 ___45_7__2______123_____0.0 0.0 Walk 0 0 0 0 0 0 0 0 0 1 40 ___45_7______6__123_____0.0 0.0 Don't Walk 0 0 0 0 0 0 0 0 1 2 41 ___45_7____4____123_____0.0 0.0 Phase Green 0 0 0 0 0 0 0 0 2 3 42 ___45_7________8 123_____0.0 0.0 Phase Yellow 0 0 0 0 0 0 0 0 3 4 43 ___45_7__2______123_____0.0 0.0 Phase Red 0 0 0 0 0 0 0 0 4 5 44 ___45_7______6__123_____0.0 0.0 Overlap Green 0 0 0 0 0 0 0 0 5 6 45 ___45_7____4____123_____0.0 0.0 Overlap Yellow 0 0 0 0 0 0 0 0 6 7 46 ___45_7________8 123_____0.0 0.0 Overlap Red 0 0 0 0 0 0 0 0 7 8 47 ___45_7__2______123_____0.0 0.0 Redirect Phase Outputs <C+0+E=127> 9 48 ___45_7______6__123_____0.0 0.0 A 49 ___45_7____4____123_____0.0 0.0 Cabinet Type 0 <E/125+D+0> B 50 ___45_7________8 123_____0.0 0.0 Enable Redirection C 55 ___45_7_____5___123_____0.0 0.0 D 56 ___45_7_1_______123_____0.0 0.0 E 57 ___45_7_______7_123_____0.0 0.0 Max OFF (minutes)20 <D/0+0+1> F 58 ___45_7___3_____123_____0.0 0.0 Max ON (minutes)7 <D/0+0+2> Detector Failure Monitor 4 5 6 7 2 4 C1 Pin Carry- Row Detector Name Number Attributes Phase(s)Assign Delay over Detector Attributes 0 59 ___45_7_____5___123_____0.0 0.0 1 60 ___45_7_1_______123_____0.0 0.0 B Row 2 61 ___45_7_______7_123_____0.0 0.0 0 A 3 62 ___45_7___3_____123_____0.0 0.0 0 B 4 63 ___45_7__2______123_____0.0 0.0 0 C 5 64 ___45_7______6__123_____0.0 0.0 0 D 6 65 ___45_7____4____123_____0.0 0.0 0 E 7 66 ___45_7________8 123_____0.0 0.0 0 F 8 67 _2_______2______123_____0.0 0.0 Det. Assignments Delay Logic Times 9 68 _2___________6__123_____0.0 0.0 <C+0+D=0> (seconds) A 69 _2_________4____123_____0.0 0.0 B 70 _2_____________8 123_____0.0 0.0 <C/5+F+0> C 76 ___45_7__2______123_____0.0 0.0 Disable Alarm Reporting D 77 ___45_7______6__123_____0.0 0.0 E 78 ___45_7____4____123_____0.0 0.0 F 79 ___45_7________8 123_____0.0 0.0 Detector Assignments <C+0+E=126><C+0+D=0> 1 = Full Time Delay 2 = Ped Call 3 = 4 = Count 5 = Extension 6 = Type 3 7 = Calling 8 = Alternate 1 = Det. Set 1 2 = Det. Set 2 3 = Det. Set 3 4 = 5 = 6 = Failure - Min Recall 7 = Failure - Max Recall 8 = Report on Failure ________ 1 = Stop Time 2 = Flash Sense 3 = Keyboard Entry 4 = Manual Plan 5 = Police Control 6 = External Alarm 7 = Detector Failure 8 = DELAY-A DELAY-B DELAY-E Omit Alarm DELAY-F Ped / Phase / Overlap (Enable Redirection = 30) DELAY-C DELAY-D Disable Alarms Printed on 6/24/2021 5:14 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 230 Main/Main Court Page 7 (of 9) Column 4 Row Time Day of Week Time Day of Week Phases/Bits Holiday Type Time Holiday Type 0 00 :00 5 A 1234567 00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 1 07 :00 6 A _23456_00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 2 10 :25 E A _23456_00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 3 10 :30 7 A _23456_00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 4 13 :55 E A _23456_00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 5 14 :00 8 A _23456_00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 6 18 :30 5 A _23456_00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 7 10 :30 9 A 1_____7 00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 8 16 :00 5 A 1_____7 00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 9 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ A 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ B 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ C 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ D 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ E 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ F 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ TOD Coordination <C+0+9=0.1>TOD <C+0+7=0.1><C+0+E=27>Holiday Dates <C+0+8=1.1>Holiday Events <C+0+9=1.1> (Bank 1)Function (Bank 1)(Bank 1) Column 4 Row Time Day of Week Time Holiday Type Phases/Bits Holiday Type Time Holiday Type 0 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 1 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 2 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 3 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 4 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 5 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 6 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 7 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 8 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 9 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ A 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ B 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ C 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ D 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ E 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ F 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ TOD Coordination <C+0+9=0.2>Holiday <C+0+7=0.2><C+0+E=28>Holiday Dates <C+0+8=1.2>Holiday Events <C+0+9=1.2> (Bank 2)TOD Function (Bank 2)(Bank 2)PlanOffsetPlanOffset T.O.D. Functions 0 = 1 = Red Lock 2 = Yellow Lock 3 = Veh Min Recall 4 = Ped Recall 5 = 6 = Rest In Walk 7 = Red Rest 8 = Double Entry 9 = Veh Max Recall A = Veh Soft Recall B = Maximum 2 C = Conditional Service D = Free Lag Phases E = Bit 1 - Local Override Bit 4 - Disable Detector OFF Monitor Bit 5 - Disable Low Priority Preempt Bit 7 - Detector Count Monitor Bit 8 - Real Time Split Monitor F = Output Bits 1 thru 8 Plan Select 1 thru 9 = Coordination Plan 1 thru 9 14 or E = Free 15 or F = Flash Offset Select A = Offset A B = Offset B C = Offset C Month Select 1 = January 2 = February 3 = March 4 = April 5 = May 6 = June 7 = July 8 = August 9 = September A = October B = November C = December OffsetPlanOffsetPlanFunct.Funct.MonthMonthYearYearDayDayPrinted on 6/24/2021 5:14 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 230 Main/Main Court Page 8 (of 9) 6 7 8 9 A B C D E F Row Clear Time Ped Call Hold Advance Force Off Vehicle Call Permit Phases Ped Omit Output 0 ________0 ________________________________________________________________ 1 ________0 ________________________________________________________________Notes: 2 ________0 ________________________________________________________________ 3 ________0 ________________________________________________________________ 4 ________0 ________________________________________________________________ 5 ________0 ________________________________________________________________ 6 ________0 ________________________________________________________________ 7 ________0 ________________________________________________________________ 8 ________0 ________________________________________________________________ 9 ________0 ________________________________________________________________ A ________0 ________________________________________________________________ B ________0 ________________________________________________________________ C ________0 ________________________________________________________________ D ________0 ________________________________________________________________ E ________0 ________________________________________________________________0 <E/27+5+F> F ________0 ________________________________________________________________Limited Service Interval Special Event Schedule -- Table 1 <C+0+E=27> 6 7 8 9 A B C D E F Row Clear Time Ped Call Hold Advance Force Off Vehicle Call Permit Phases Ped Omit Output 0 ________0 ________________________________________________________________ 1 ________0 ________________________________________________________________Notes: 2 ________0 ________________________________________________________________ 3 ________0 ________________________________________________________________ 4 ________0 ________________________________________________________________ 5 ________0 ________________________________________________________________ 6 ________0 ________________________________________________________________ 7 ________0 ________________________________________________________________ 8 ________0 ________________________________________________________________ 9 ________0 ________________________________________________________________ A ________0 ________________________________________________________________ B ________0 ________________________________________________________________ C ________0 ________________________________________________________________ D ________0 ________________________________________________________________ E ________0 ________________________________________________________________0 <E/28+5+F> F ________0 ________________________________________________________________Limited Service Interval Special Event Schedule -- Table 2 <C+0+E=28> Printed on 6/24/2021 5:14 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 230 Main/Main Court Page 9 (of 9) Min Time (seconds)2 <F/1+0+8>0 <F/1+A+D> Min Green Before PE Force Off Bus Delay Max Time (minutes)2 <F/1+0+9>0 <F/1+A+E> Max Preempt Time Before Failure Max Early Green Min Time (seconds)0 <F/1+0+A>0 <F/1+A+F> Min Time Between Same Preempts Max Green Extension (Does Not Apply To Railroad Preempt) Low Pri. Channel <E/125+C+8> Disable Low Priority Channel Row Time 0 00 :00 0 0 1 00 :00 0 0 2 00 :00 0 0 3 00 :00 0 0 4 00 :00 0 0 5 00 :00 0 0 6 00 :00 0 0 7 00 :00 0 0 8 00 :00 0 0 9 00 :00 0 0 A 00 :00 0 0 B 00 :00 0 0 C 00 :00 0 0 D 00 :00 0 0 E 00 :00 0 0 F 00 :00 0 0 Headway <C+0+9=2.1> _______ _______ _______ _______ ________ Low Priority 1 = Channel A 2 = Channel B 3 = Channel C 4 = Channel D _______ _______ Headway Time (minutes) 1 thru 9 = 1 thru 9 A = 10 B = 11 C = 12 D = 13 E = 14 F = 15 Delay Time (seconds) Max Time (seconds) Max Time (seconds) Day of Week _______ _______ _______ _______ _______ _______ _______ Low Priority Preemption (Bus Priority) Note: Also see "Time of Day Functions", Function E, Bit 5 (Disable Low Priority)HeadwayDirectionOnly available with Program 233RV2.B (and above) _______ _______ _______ Printed on 6/24/2021 5:14 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 137 Brandywine/Main Page 1 (of 9) Group Assignment:NONE N/S Street Name:Brandywine Ave Last Database Change: Field Master Assignment:NONE E/W Street Name:Main St System Reference Number:137 Notes: Change By Date By Date Drop Number 1 <C/0+0+0> Zone Number 1 <C/0+0+1> Area Number 0 <C/0+0+2>0 <F/1+0+E>Exclusive Walk 0 <F/1+0+0> Area Address 141 <C/0+0+3><C/0+A+1>3.0 <F/1+0+F>Exclusive FDW 0 <F/1+0+1> QuicNet Channel (QuicNet)<C/0+B+1>5.0 <F/1+C+0>All Red Clear 0.0 <F/1+0+2> Communication Addresses Manual Selection Start / Revert Times Exclusive Ped Phase Column Numbers ----> 1 2 3 4 5 6 7 8 9 A B C D E Row Phase Names ----> Row 0 Ped Walk 0 7 0 0 0 7 0 7 - - - - - - - - - - - - - - - RR-1 Delay 0 Permit 0 1 Ped FDW 0 21 0 0 0 19 0 30 Phase 1 0 0 0 0 0.0 RR-1 Clear 0 Red Lock 1 2 Min Green 4 10 4 10 4 10 4 10 Phase 2 20 0 0 0 0.0 EV-A Delay 0 Yellow Lock 2 3 Type 3 Disconnect 0 0 0 0 0 0 0 0 Phase 3 0 0 0 0 0.0 EV-A Clear 0 Min Recall 3 4 Added per Vehicle 0.0 1.2 0.0 0.0 0.0 1.2 0.0 0.0 Phase 4 20 0 0 0 0.0 EV-B Delay 0 Ped Recall 4 5 Veh Extension 2.0 5.5 2.0 2.0 2.0 5.5 2.0 2.0 Phase 5 0 0 0 0 0.0 EV-B Clear 0 View Set Peds 5 6 Max Gap 2.0 6.4 2.0 2.0 2.0 6.4 2.0 2.0 Phase 6 20 0 0 0 0.0 EV-C Delay 0 Rest In Walk 6 7 Min Gap 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Phase 7 0 0 0 0 0.0 EV-C Clear 0 Red Rest 7 8 Max Limit 22 50 22 23 42 50 32 23 Phase 8 20 0 0 0 0.0 EV-D Delay 0 Dual Entry 8 9 Max Limit 2 0 0 0 0 0 0 0 0 EV-D Clear 0 Max Recall 9 A Adv. / Delay Walk 0 0 0 0 0 0 0 0 Max Initial RR-2 Delay 0 Soft Recall A B PE Min Ped FDW 0 0 0 0 0 0 0 0 Alternate Walk RR-2 Clear 0 Max 2 B C Cond Serv Check 0 0 0 0 0 0 0 0 Alternate FDW View EV Delay - - - Cond. Service C D Reduce Every 0.0 0.9 0.0 0.0 0.0 0.9 0.0 0.0 Alternate Initial View EV Clear - - - Man Cntrl Calls D E Yellow Change 3.2 4.7 3.2 4.3 3.2 4.7 3.2 4.3 Alternate Extension View RR Delay - - - Yellow Start E F Red Clear 1.0 1.7 1.0 1.0 1.0 1.7 1.0 1.0 View RR Clear - - - First Phases F Phase Timing - Bank 1 <C+0+F=1> Alternate Timing <C+0+F=1>Preempt Timing Phase Functions <C+0+F=1> 6/23/2021 17:40 Change Change Record ________ ________ - - - - - ________ ________ 12345678 ________ ________ ________ ________ _2___6__ ________ ________ ________ ________ _2___6__ F (Outputs specified in Assignable Outputs at E/127+A+E & F) Phase Manual Plan Manual OffsetUDP:8018:10.242.20.141 All Red Start Manual Plan 0 = Automatic 1-9 = Plan 1-9 14 = Free 15 = Flash Manual Offset 0 = Automatic 1 = Offset A 2 = Offset B 3 = Offset C Flash Start Red Revert Printed on 6/24/2021 5:18 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 137 Brandywine/Main Page 2 (of 9) Column Numbers ----> 1 2 3 4 5 6 7 8 Row Overlap Name ----> C Row 0 Load Switch Number 0 0 0 0 0 0 0 0 EV-A 0 0 1 Veh Set 1 - Phases ________________________________________________________________EV-B 0 1 2 Veh Set 2 - Phases ________________________________________________________________EV-C 0 2 3 Veh Set 3 - Phases ________________________________________________________________EV-D 0 3 4 Neg Veh Phases ________________________________________________________________RR-1 * - - - 4 5 Neg Ped Phases ________________________________________________________________RR-2 * - - - 5 6 Green Omit Phases ________________________________________________________________SE-1 0 6 7 Green Clear Omit Phs.________________________________________________________________SE-2 0 7 8 8 9 9 A A B B C C D Green Clear 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 D E Yellow Change 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 E F Red Clear 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 F Overlap Assignments <C+0+E=29> Row Column Numbers ----> E F 2 Row 0 Exclusive Phases ________Fast Green Flash Phase 0 1 RR-1 Clear Phases ________Ext. Permit 1 Phases ________Green Flash Phases Phase 1 10 1 2 RR-2 Clear Phases ________Ext. Permit 2 Phases ________Flashing Walk Phases Phase 2 10 2 3 RR-2 Limited Service ________Exclusive Ped Assign ________Guaranteed Passage Phase 3 10 3 4 Prot / Perm Phases ________Preempt Non-Lock 12345678 Simultaneous Gap Term Phase 4 10 4 5 Flash to PE Circuits ________Ped for 2P Output _2______Sequential Timing Phase 5 10 5 6 Flash Entry Phases ________Ped for 6P Output _____6__Advance Walk Phases Phase 6 10 6 7 Disable Yellow Range ________Ped for 4P Output ________Delay Walk Phases Phase 7 10 7 8 Disable Ovp Yel Range ________Ped for 8P Output _______8 External Recall Phase 8 10 8 9 Overlap Yellow Flash ________Yellow Flash Phases ________Start-up Overlap Green 9 A EV-A Phases _2__5___Low Priority A Phases ________Max Extension A B EV-B Phases ___4__7_Low Priority B Phases ________Inhibit Ped Reservice B C EV-C Phases 1____6__Low Priority C Phases ________Semi-Actuated C D EV-D Phases __3____8 Low Priority D Phases ________Start-up Overlap Yellow D E Extra 1 Config. Bits 1_3_5___Restricted Phases ________Start-up Vehicle Calls E F IC Select (Interconnect)_2______Extra 2 Config. Bits __3_____Start-up Ped Calls F Configuration <C+0+E=125>Configuration <C+0+E=125>Specials <C+0+F=2> Overlap Coordination Transition ________ 12345678 ________ ________ ________ F <C+0+E=125> IC Select Flags 1 = 2 = Modem 3 = 7-Wire Slave 4 = Flash / Free 5 = 6 = Simplex Master 7 = 7-Wire Master 8 = Offset Interrupter Flash to PE & PE Non-Lock 1 = EV A 5 = RR 1 2 = EV B 6 = RR 2 3 = EV C 7 = SE 1 4 = EV D 8 = SE 2 12345678 ________ ________ ________ ________ ________ 12345678 Preempt Priority Extra 1 Flags 1 = TBC Type 1 2 = NEMA Ext. Coord 3 = Auto Daylight Savings 4 = Solid FDW on EV 5 = Extended Status 6 = International Ped 7 = Flash - Clear Outputs 8 = Split Ring Extra 2 Flags 1 = AWB During Initial 2 = LMU Installed 3 = Disable Min Walk 4 = QuicNet/4 System 5 = Ignore P/P on EV 6 = 7 = Allow QuicNet PE 8 = ( * RR-1 is always Highest, and RR-2 is always Second Highest ) <C+0+C=5> ________ ________ 1_3_5_7_ ________ Minimums Printed on 6/24/2021 5:18 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 137 Brandywine/Main Page 3 (of 9) Column Numbers ----> 1 2 3 4 5 6 7 8 9 Row Plan Name ----> Row E Row 0 Cycle Length 0 72 96 120 144 110 110 110 110 0 0 1 Phase 1 - ForceOff 0 48 64 68 68 73 73 78 77 1 Plan 1 - Sync ________1 2 Phase 2 - ForceOff 0 0 0 0 0 0 0 0 0 2 Plan 2 - Sync _2___6__2 3 Phase 3 - ForceOff 0 13 20 22 22 23 23 23 23 3 Plan 3 - Sync _2___6__3 4 Phase 4 - ForceOff 0 36 43 45 45 52 52 52 51 4 Plan 4 - Sync _2___6__4 5 Phase 5 - ForceOff 0 48 64 68 68 80 80 80 80 5 Plan 5 - Sync _2___6__5 6 Phase 6 - ForceOff 0 0 0 0 0 0 0 0 0 6 Plan 6 - Sync _2___6__6 7 Phase 7 - ForceOff 0 13 20 22 22 23 23 23 22 7 Plan 7 - Sync _2___6__7 8 Phase 8 - ForceOff 0 36 43 45 45 52 52 52 51 8 Plan 8 - Sync _2___6__8 9 Ring Offset 0 0 0 0 0 0 0 0 0 9 Plan 9 - Sync _2___6__9 A Offset 1 0 25 5 5 5 23 99 14 102 A NEMA Sync ________A B Offset 2 0 0 0 0 0 0 0 0 0 B NEMA Hold ________B C Offset 3 0 0 0 0 0 0 0 0 0 C C D Perm 1 - End 0 0 0 0 0 5 5 5 5 D D E Hold Release 0 255 255 255 255 255 255 255 255 E Coord Extra ________E F Zone Offset 0 0 0 0 0 0 0 0 0 F F Coordination - Bank 1 <C+0+C=1>Sync Phases <C+0+C=1> Row Row F Row 0 Ped Adjustment 0 5 5 5 5 7 7 7 7 0 Free Lag _2_4_6_8 0 1 Perm 2 - Start 0 0 0 0 0 0 0 0 0 1 Plan 1 - Lag ________1 2 Perm 2 - End 0 0 0 0 0 0 0 0 0 2 Plan 2 - Lag _2_4_6_8 2 3 Perm 3 - Start 0 0 0 0 0 0 0 0 0 3 Plan 3 - Lag _2_4_6_8 3 4 Perm 3 - End 0 0 0 0 0 0 0 0 0 4 Plan 4 - Lag _2_4_6_8 4 5 Reservice Time 0 0 0 0 0 0 0 0 0 5 Plan 5 - Lag _2_4_6_8 5 6 Reservice Phases ________________________________________________________________________6 Plan 6 - Lag _2_4_6_8 6 7 7 Plan 7 - Lag _2_4_6_8 7 8 Pretimed Phases ________________________________________________________________________8 Plan 8 - Lag _2_4_6_8 8 9 Max Recall ________________________________________________________________________9 Plan 9 - Lag _2_4_6_8 9 A Perm 1 Veh Phase 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 A External Lag ________A B Perm 1 Ped Phase 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 B B C Perm 2 Veh Phase ________________________________________________________________________C C D Perm 2 Ped Phase ________________________________________________________________________D D E Perm 3 Veh Phase ________________________________________________________________________E E F Perm 3 Ped Phase ________________________________________________________________________F F Coordination - Bank 2 <C+0+C=2>Lag Phases <C+0+C=1> Plan Coord Extra 1 = Programmed WALK Time for Sync Phases 2 = Always Terminate Sync Phase Peds Printed on 6/24/2021 5:18 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 137 Brandywine/Main Page 4 (of 9) Row Row 0 Spec. Funct. 1 0 NOT-3 0 Max 2 0 Pretimed 0 Set Monday 0 Dial 2 (7-Wire)0 Sim Term 0 0 1 Spec. Funct. 2 0 NOT-4 0 System Det 1 0 Plan 1 0 Ext. Perm 1 0 Dial 3 (7-Wire)0 EV-A 71 1 2 Spec. Funct. 3 0 OR-4 (a)0 System Det 2 0 Plan 2 0 Ext. Perm 2 0 Offset 1 (7-Wire)0 EV-B 72 2 3 Spec. Funct. 4 0 OR-4 (b)0 System Det 3 0 Plan 3 0 Reserved 0 Offset 2 (7-Wire)0 EV-C 73 3 4 NAND-3 (a)0 OR-5 (a)0 System Det 4 0 Plan 4 0 Set Clock 0 Offset 3 (7-Wire)0 EV-D 74 4 5 NAND-3 (b)0 OR-5 (b)0 System Det 5 0 Plan 5 0 Stop Time 82 Free (7-Wire)0 RR-1 51 5 6 NAND-4 (a)0 OR-6 (a)0 System Det 6 0 Plan 6 0 Flash Sense 81 Flash (7-Wire)0 RR-2 52 6 7 NAND-4 (b)0 OR-6 (b)0 System Det 7 0 Plan 7 0 Manual Enable 0 Excl. Ped Omit 0 Spec. Event 1 0 7 8 OR-7 (a)0 Fig 3 Diamond 0 System Det 8 0 Plan 8 0 Man. Advance 0 NOT-1 0 Spec. Event 2 0 8 9 OR-7 (b)0 Fig 4 Diamond 0 Max Inhibit (nema)0 Plan 9 0 External Alarm 0 NOT-2 0 External Lag 0 9 A OR-7 (c)0 AND-4 (a)0 Force A (nema)0 DELAY-A 0 Phase Bank 2 0 OR-1 (a)0 AND-1 (a)0 A B OR-7 (d)0 AND-4 (b)0 Force B (nema)0 DELAY-B 0 Phase Bank 3 0 OR-1 (b)0 AND-1 (b)0 B C OR-8 (a)0 NAND-1 (a)0 C.N.A. (nema)0 DELAY-C 0 Overlap Set 2 0 OR-2 (a)0 AND-2 (a)0 C D OR-8 (b)0 NAND-1 (b)0 Hold (nema)0 DELAY-D 0 Overlap Set 3 0 OR-2 (b)0 AND-2 (b)0 D E OR-8 (c)0 NAND-2 (a)0 Max Recall 0 DELAY-E 0 Detector Set 2 0 OR-3 (a)0 AND-3 (a)0 E F OR-8 (d)0 NAND-2 (b)0 Min Recall 0 DELAY-F 0 Detector Set 3 0 OR-3 (b)0 AND-3 (b)0 F Assignable Inputs <C+0+E=126> Row Row 0 Phase ON - 1 0 Preempt Fail 0 Flasher 0 0 Free 0 NOT-1 0 TOD Out 1 0 Dial 2 (7-Wire)0 0 1 Phase ON - 2 0 Sp Evnt Out 1 0 Flasher 1 0 Plan 1 0 OR-1 0 TOD Out 2 0 Dial 3 (7-Wire)0 1 2 Phase ON - 3 0 Sp Evnt Out 2 0 Fast Flasher 0 Plan 2 0 OR-2 0 TOD Out 3 0 Offset 1 (7-Wire)0 2 3 Phase ON - 4 0 Sp Evnt Out 3 0 Fig 3 Diamond 0 Plan 3 0 OR-3 0 TOD Out 4 0 Offset 2 (7-Wire)0 3 4 Phase ON - 5 0 Sp Evnt Out 4 0 Fig 4 Diamond 0 Plan 4 0 AND-1 0 TOD Out 5 0 Offset 3 (7-Wire)0 4 5 Phase ON - 6 0 Sp Evnt Out 5 0 Plan 5 0 AND-2 0 TOD Out 6 0 Free (7-Wire)0 5 6 Phase ON - 7 0 Sp Evnt Out 6 0 Plan 6 0 AND-3 0 TOD Out 7 0 Flash (7-Wire)0 6 7 Phase ON - 8 0 Sp Evnt Out 7 0 Plan 7 0 NOT-2 0 TOD Out 8 0 Preempt 0 7 8 Ph. Check - 1 0 Sp Evnt Out 8 0 NOT-3 0 Plan 8 0 EV-A 0 Adv. Warn - 1 0 Low Priority A 0 8 9 Ph. Check - 2 0 NOT-4 0 Plan 9 0 EV-B 0 Adv. Warn - 2 0 Low Priority B 0 9 A Ph. Check - 3 0 Detector Fail 0 OR-4 0 Spec. Funct. 3 0 EV-C 0 DELAY-A 0 Low Priority C 0 A B Ph. Check - 4 0 Spec. Funct. 1 0 OR-5 0 Spec. Funct. 4 0 EV-D 0 DELAY-B 0 Low Priority D 0 B C Ph. Check - 5 0 Spec. Funct. 2 0 OR-6 0 NAND-3 0 RR-1 0 DELAY-C 0 C D Ph. Check - 6 0 Central Control 0 AND-4 0 NAND-4 0 RR-2 0 DELAY-D 0 D E Ph. Check - 7 0 Excl. Ped DW 0 NAND-1 0 OR-7 0 Spec. Event 1 0 DELAY-E 0 E F Ph. Check - 8 0 Excl. Ped WK 0 NAND-2 0 OR-8 0 Spec. Event 2 0 DELAY-F 0 F Assignable Outputs <C+0+E=127> Column D Column C Column C Column D Column E Column F Column E Column F Column 9 Column 9 Column A Column B Column A Column B Printed on 6/24/2021 5:18 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 137 Brandywine/Main Page 5 (of 9) Column Numbers ----> 1 2 3 4 5 6 7 8 9 A B C D Row Phase Names ----> Transition Type 0.3 <C/5+1+9> 0 Ped Walk 0 0 0 0 0 0 0 0 - - - - - - - - - - - - - - - TBC Transition 1 Ped FDW 0 0 0 0 0 0 0 0 Phase 1 0 0 0 0 0.0 2 Min Green 0 0 0 0 0 0 0 0 Phase 2 0 0 0 0 0.0 3 Type 3 Disconnect 0 0 0 0 0 0 0 0 Phase 3 0 0 0 0 0.0 Lag Hold Phases <C/5+1+A> 4 Added per Vehicle 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 4 0 0 0 0 0.0 Coordinated Lag Hold Phases 5 Veh Extension 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 5 0 0 0 0 0.0 6 Max Gap 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 6 0 0 0 0 0.0 7 Min Gap 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 7 0 0 0 0 0.0 8 Max Limit 0 0 0 0 0 0 0 0 Phase 8 0 0 0 0 0.0 9 Max Limit 2 0 0 0 0 0 0 0 0 A Adv. / Delay Walk 0 0 0 0 0 0 0 0 Max Initial Begin Month 0 <C/5+2+A> B PE Min Ped FDW 0 0 0 0 0 0 0 0 Alternate Walk Begin Week 0 <C/5+2+B> C Cond Serv Check 0 0 0 0 0 0 0 0 Alternate FDW End Month 0 <C/5+2+C> D Reduce Every 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Alternate Initial End Week 0 <C/5+2+D> E Yellow Change 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Alternate Extension Daylight Savings Time F Red Clear 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase Timing - Bank 2 <C+0+F=2> Alternate Timing Time B4 Yellow 0.0 <F/1+C+E> Phase Number 0 <F/1+C+F> Row 1 2 3 4 5 6 7 8 9 A B C D Advance Warning Beacon - Sign 1 0 Ped Walk 0 0 0 0 0 0 0 0 - - - - - - - - - - - - - - - 1 Ped FDW 0 0 0 0 0 0 0 0 Phase 1 0 0 0 0 0.0 Time B4 Yellow 0.0 <F/1+D+E> 2 Min Green 0 0 0 0 0 0 0 0 Phase 2 0 0 0 0 0.0 Phase Number 0 <F/1+D+F> 3 Type 3 Disconnect 0 0 0 0 0 0 0 0 Phase 3 0 0 0 0 0.0 Advance Warning Beacon - Sign 2 4 Added per Vehicle 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 4 0 0 0 0 0.0 5 Veh Extension 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 5 0 0 0 0 0.0 6 Max Gap 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 6 0 0 0 0 0.0 7 Min Gap 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 7 0 0 0 0 0.0 8 Max Limit 0 0 0 0 0 0 0 0 Phase 8 0 0 0 0 0.0 9 Max Limit 2 0 0 0 0 0 0 0 0 A Adv. / Delay Walk 0 0 0 0 0 0 0 0 Max Initial B PE Min Ped FDW 0 0 0 0 0 0 0 0 Alternate Walk C Cond Serv Check 0 0 0 0 0 0 0 0 Alternate FDW D Reduce Every 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Alternate Initial E Yellow Change 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Alternate Extension F Red Clear 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase Timing - Bank 3 <C+0+F=3> Alternate Timing Phase ________ Transition Type 0.X = Shortway 1.X = Lengthen X.1 thru X.4 = Number of cycles when lengthing Daylight Savings Date If set to all zeros, standard dates will be used. Printed on 6/24/2021 5:18 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 137 Brandywine/Main Page 6 (of 9) Column Numbers ----> 0 1 2 3 1 3 C1 Pin Carry- Row Detector Name Number Attributes Phase(s)Assign Delay over Column Numbers ----> 1 2 3 4 5 6 7 8 Row 0 39 ___45_7__2______123_____2.0 1.5 Walk 0 0 0 0 0 0 0 0 0 1 40 ___45_7______6__123_____0.0 0.0 Don't Walk 0 0 0 0 0 0 0 0 1 2 41 ___45_7____4____123_____0.0 0.0 Phase Green 0 0 0 0 0 0 0 0 2 3 42 ___45_7________8 123_____0.0 0.0 Phase Yellow 0 0 0 0 0 0 0 0 3 4 43 ___45_7__2______123_____0.0 0.0 Phase Red 0 0 0 0 0 0 0 0 4 5 44 ___45_7______6__123_____0.0 0.0 Overlap Green 0 0 0 0 0 0 0 0 5 6 45 ___45_7____4____123_____2.0 1.5 Overlap Yellow 0 0 0 0 0 0 0 0 6 7 46 ___45_7________8 123_____10.0 0.0 Overlap Red 0 0 0 0 0 0 0 0 7 8 47 ___45_7__2______123_____3.0 1.5 Redirect Phase Outputs <C+0+E=127> 9 48 ___45_7______6__123_____2.0 1.5 A 49 ___45_7____4____123_____0.0 0.0 Cabinet Type 0 <E/125+D+0> B 50 ___45_7________8 123_____0.0 0.0 Enable Redirection C 55 ___45_7_____5___123_____0.0 0.0 D 56 ___45_7_1_______123_____0.0 0.0 E 57 ___45_7_______7_123_____0.0 0.0 Max OFF (minutes)20 <D/0+0+1> F 58 ___45_7___3_____123_____0.0 0.0 Max ON (minutes)7 <D/0+0+2> Detector Failure Monitor 4 5 6 7 2 4 C1 Pin Carry- Row Detector Name Number Attributes Phase(s)Assign Delay over Detector Attributes 0 59 ___45_7_____5___123_____2.0 1.5 1 60 ___45_7_1_______123_____0.0 0.0 B Row 2 61 ___45_7_______7_123_____0.0 0.0 0 A 3 62 ___45_7___3_____123_____0.0 0.0 0 B 4 63 ___45_7__2______123_____0.0 0.0 0 C 5 64 ___45_7______6__123_____0.0 0.0 0 D 6 65 ___45_7____4____123_____2.0 1.5 0 E 7 66 ___45_7________8 123_____10.0 0.0 0 F 8 67 _2_______2______123_____0.0 0.0 Det. Assignments Delay Logic Times 9 68 _2___________6__123_____10.0 0.0 <C+0+D=0> (seconds) A 69 _2_________4____123_____0.0 0.0 B 70 _2_____________8 123_____0.0 0.0 <C/5+F+0> C 76 ___45_7__2______123_____0.0 0.0 Disable Alarm Reporting D 77 ___45_7______6__123_____0.0 0.0 E 78 ___45_7____4____123_____0.0 0.0 F 79 ___45_7________8 123_____0.0 0.0 Detector Assignments <C+0+E=126><C+0+D=0> 1 = Full Time Delay 2 = Ped Call 3 = 4 = Count 5 = Extension 6 = Type 3 7 = Calling 8 = Alternate 1 = Det. Set 1 2 = Det. Set 2 3 = Det. Set 3 4 = 5 = 6 = Failure - Min Recall 7 = Failure - Max Recall 8 = Report on Failure ________ 1 = Stop Time 2 = Flash Sense 3 = Keyboard Entry 4 = Manual Plan 5 = Police Control 6 = External Alarm 7 = Detector Failure 8 = DELAY-A DELAY-B DELAY-E Omit Alarm DELAY-F Ped / Phase / Overlap (Enable Redirection = 30) DELAY-C DELAY-D Disable Alarms Printed on 6/24/2021 5:18 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 137 Brandywine/Main Page 7 (of 9) Column 4 Row Time Day of Week Time Day of Week Phases/Bits Holiday Type Time Holiday Type 0 00 :00 E A 1234567 00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 1 07 :00 6 A _23456_00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 2 10 :00 E A _23456_00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 3 10 :30 7 A _23456_00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 4 13 :30 E A _23456_00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 5 14 :00 8 A _23456_00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 6 18 :30 E A _23456_00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 7 10 :30 9 A 1_____7 00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 8 16 :00 E A 1_____7 00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 9 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ A 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ B 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ C 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ D 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ E 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ F 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ TOD Coordination <C+0+9=0.1>TOD <C+0+7=0.1><C+0+E=27>Holiday Dates <C+0+8=1.1>Holiday Events <C+0+9=1.1> (Bank 1)Function (Bank 1)(Bank 1) Column 4 Row Time Day of Week Time Holiday Type Phases/Bits Holiday Type Time Holiday Type 0 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 1 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 2 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 3 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 4 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 5 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 6 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 7 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 8 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 9 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ A 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ B 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ C 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ D 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ E 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ F 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ TOD Coordination <C+0+9=0.2>Holiday <C+0+7=0.2><C+0+E=28>Holiday Dates <C+0+8=1.2>Holiday Events <C+0+9=1.2> (Bank 2)TOD Function (Bank 2)(Bank 2)PlanOffsetPlanOffset T.O.D. Functions 0 = 1 = Red Lock 2 = Yellow Lock 3 = Veh Min Recall 4 = Ped Recall 5 = 6 = Rest In Walk 7 = Red Rest 8 = Double Entry 9 = Veh Max Recall A = Veh Soft Recall B = Maximum 2 C = Conditional Service D = Free Lag Phases E = Bit 1 - Local Override Bit 4 - Disable Detector OFF Monitor Bit 5 - Disable Low Priority Preempt Bit 7 - Detector Count Monitor Bit 8 - Real Time Split Monitor F = Output Bits 1 thru 8 Plan Select 1 thru 9 = Coordination Plan 1 thru 9 14 or E = Free 15 or F = Flash Offset Select A = Offset A B = Offset B C = Offset C Month Select 1 = January 2 = February 3 = March 4 = April 5 = May 6 = June 7 = July 8 = August 9 = September A = October B = November C = December OffsetPlanOffsetPlanFunct.Funct.MonthMonthYearYearDayDayPrinted on 6/24/2021 5:18 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 137 Brandywine/Main Page 8 (of 9) 6 7 8 9 A B C D E F Row Clear Time Ped Call Hold Advance Force Off Vehicle Call Permit Phases Ped Omit Output 0 ________0 ________________________________________________________________ 1 ________0 ________________________________________________________________Notes: 2 ________0 ________________________________________________________________ 3 ________0 ________________________________________________________________ 4 ________0 ________________________________________________________________ 5 ________0 ________________________________________________________________ 6 ________0 ________________________________________________________________ 7 ________0 ________________________________________________________________ 8 ________0 ________________________________________________________________ 9 ________0 ________________________________________________________________ A ________0 ________________________________________________________________ B ________0 ________________________________________________________________ C ________0 ________________________________________________________________ D ________0 ________________________________________________________________ E ________0 ________________________________________________________________0 <E/27+5+F> F ________0 ________________________________________________________________Limited Service Interval Special Event Schedule -- Table 1 <C+0+E=27> 6 7 8 9 A B C D E F Row Clear Time Ped Call Hold Advance Force Off Vehicle Call Permit Phases Ped Omit Output 0 ________0 ________________________________________________________________ 1 ________0 ________________________________________________________________Notes: 2 ________0 ________________________________________________________________ 3 ________0 ________________________________________________________________ 4 ________0 ________________________________________________________________ 5 ________0 ________________________________________________________________ 6 ________0 ________________________________________________________________ 7 ________0 ________________________________________________________________ 8 ________0 ________________________________________________________________ 9 ________0 ________________________________________________________________ A ________0 ________________________________________________________________ B ________0 ________________________________________________________________ C ________0 ________________________________________________________________ D ________0 ________________________________________________________________ E ________0 ________________________________________________________________0 <E/28+5+F> F ________0 ________________________________________________________________Limited Service Interval Special Event Schedule -- Table 2 <C+0+E=28> Printed on 6/24/2021 5:18 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 137 Brandywine/Main Page 9 (of 9) Min Time (seconds)2 <F/1+0+8>0 <F/1+A+D> Min Green Before PE Force Off Bus Delay Max Time (minutes)2 <F/1+0+9>0 <F/1+A+E> Max Preempt Time Before Failure Max Early Green Min Time (seconds)0 <F/1+0+A>0 <F/1+A+F> Min Time Between Same Preempts Max Green Extension (Does Not Apply To Railroad Preempt) Low Pri. Channel <E/125+C+8> Disable Low Priority Channel Row Time 0 00 :00 0 0 1 00 :00 0 0 2 00 :00 0 0 3 00 :00 0 0 4 00 :00 0 0 5 00 :00 0 0 6 00 :00 0 0 7 00 :00 0 0 8 00 :00 0 0 9 00 :00 0 0 A 00 :00 0 0 B 00 :00 0 0 C 00 :00 0 0 D 00 :00 0 0 E 00 :00 0 0 F 00 :00 0 0 Headway <C+0+9=2.1> _______ _______ _______ _______ ________ Low Priority 1 = Channel A 2 = Channel B 3 = Channel C 4 = Channel D _______ _______ Headway Time (minutes) 1 thru 9 = 1 thru 9 A = 10 B = 11 C = 12 D = 13 E = 14 F = 15 Delay Time (seconds) Max Time (seconds) Max Time (seconds) Day of Week _______ _______ _______ _______ _______ _______ _______ Low Priority Preemption (Bus Priority) Note: Also see "Time of Day Functions", Function E, Bit 5 (Disable Low Priority)HeadwayDirectionOnly available with Program 233RV2.B (and above) _______ _______ _______ Printed on 6/24/2021 5:18 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 229 Auto Park Place/Main Page 1 (of 9) Group Assignment:NONE N/S Street Name:Auto Park Pl Last Database Change: Field Master Assignment:NONE E/W Street Name:Main St System Reference Number:229 Notes: Change By Date By Date Drop Number 1 <C/0+0+0> Zone Number 1 <C/0+0+1> Area Number 0 <C/0+0+2>0 <F/1+0+E>Exclusive Walk 0 <F/1+0+0> Area Address 145 <C/0+0+3><C/0+A+1>3.0 <F/1+0+F>Exclusive FDW 0 <F/1+0+1> QuicNet Channel (QuicNet)<C/0+B+1>5.0 <F/1+C+0>All Red Clear 0.0 <F/1+0+2> Communication Addresses Manual Selection Start / Revert Times Exclusive Ped Phase Column Numbers ----> 1 2 3 4 5 6 7 8 9 A B C D E Row Phase Names ----> Row 0 Ped Walk 0 7 0 0 0 7 0 7 - - - - - - - - - - - - - - - RR-1 Delay 0 Permit 0 1 Ped FDW 0 17 0 0 0 18 0 35 Phase 1 0 0 0 0 0.0 RR-1 Clear 0 Red Lock 1 2 Min Green 4 10 0 7 4 10 0 7 Phase 2 20 0 0 0 0.0 EV-A Delay 0 Yellow Lock 2 3 Type 3 Disconnect 0 0 0 0 0 0 0 0 Phase 3 0 0 0 0 0.0 EV-A Clear 0 Min Recall 3 4 Added per Vehicle 0.0 1.2 0.0 0.0 0.0 1.2 0.0 0.0 Phase 4 20 0 0 0 0.0 EV-B Delay 0 Ped Recall 4 5 Veh Extension 2.0 5.0 0.0 3.0 2.0 5.0 0.0 3.0 Phase 5 0 0 0 0 0.0 EV-B Clear 0 View Set Peds 5 6 Max Gap 2.0 5.8 0.0 3.0 2.0 5.8 0.0 3.0 Phase 6 20 0 0 0 0.0 EV-C Delay 0 Rest In Walk 6 7 Min Gap 2.0 2.0 0.0 3.0 2.0 2.0 0.0 3.0 Phase 7 0 0 0 0 0.0 EV-C Clear 0 Red Rest 7 8 Max Limit 24 50 0 34 24 50 0 34 Phase 8 20 0 0 0 0.0 EV-D Delay 0 Dual Entry 8 9 Max Limit 2 0 0 0 0 0 0 0 0 EV-D Clear 0 Max Recall 9 A Adv. / Delay Walk 0 0 0 0 0 0 0 0 Max Initial RR-2 Delay 0 Soft Recall A B PE Min Ped FDW 0 3 0 0 0 3 0 4 Alternate Walk RR-2 Clear 0 Max 2 B C Cond Serv Check 0 0 0 0 0 0 0 0 Alternate FDW View EV Delay - - - Cond. Service C D Reduce Every 0.0 1.0 0.0 0.0 0.0 1.0 0.0 0.0 Alternate Initial View EV Clear - - - Man Cntrl Calls D E Yellow Change 3.2 4.7 0.0 3.6 3.2 4.7 0.0 3.6 Alternate Extension View RR Delay - - - Yellow Start E F Red Clear 1.0 1.3 0.0 1.0 1.0 1.3 0.0 1.0 View RR Clear - - - First Phases F Phase Timing - Bank 1 <C+0+F=1> Alternate Timing <C+0+F=1>Preempt Timing Phase Functions <C+0+F=1> 5/20/2021 9:34 Change Change Record ________ ________ - - - - - ________ ________ 12_456_8 ________ ________ ________ ________ _2___6__ ___4___8 ________ ________ ________ _2___6__ F (Outputs specified in Assignable Outputs at E/127+A+E & F) Phase Manual Plan Manual OffsetUDP:8018:10.242.20.145 All Red Start Manual Plan 0 = Automatic 1-9 = Plan 1-9 14 = Free 15 = Flash Manual Offset 0 = Automatic 1 = Offset A 2 = Offset B 3 = Offset C Flash Start Red Revert Printed on 6/24/2021 5:19 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 229 Auto Park Place/Main Page 2 (of 9) Column Numbers ----> 1 2 3 4 5 6 7 8 Row Overlap Name ----> C Row 0 Load Switch Number 0 0 0 0 0 0 0 0 EV-A 0 0 1 Veh Set 1 - Phases ________________________________________________________________EV-B 0 1 2 Veh Set 2 - Phases ________________________________________________________________EV-C 0 2 3 Veh Set 3 - Phases ________________________________________________________________EV-D 0 3 4 Neg Veh Phases ________________________________________________________________RR-1 * - - - 4 5 Neg Ped Phases ________________________________________________________________RR-2 * - - - 5 6 Green Omit Phases ________________________________________________________________SE-1 0 6 7 Green Clear Omit Phs.________________________________________________________________SE-2 0 7 8 8 9 9 A A B B C C D Green Clear 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 D E Yellow Change 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 E F Red Clear 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 F Overlap Assignments <C+0+E=29> Row Column Numbers ----> E F 2 Row 0 Exclusive Phases ________Fast Green Flash Phase 0 1 RR-1 Clear Phases ________Ext. Permit 1 Phases ________Green Flash Phases Phase 1 5 1 2 RR-2 Clear Phases ________Ext. Permit 2 Phases ________Flashing Walk Phases Phase 2 5 2 3 RR-2 Limited Service ________Exclusive Ped Assign ________Guaranteed Passage Phase 3 5 3 4 Prot / Perm Phases ________Preempt Non-Lock ________Simultaneous Gap Term Phase 4 5 4 5 Flash to PE Circuits ________Ped for 2P Output _2______Sequential Timing Phase 5 5 5 6 Flash Entry Phases ________Ped for 6P Output _____6__Advance Walk Phases Phase 6 5 6 7 Disable Yellow Range ________Ped for 4P Output ________Delay Walk Phases Phase 7 5 7 8 Disable Ovp Yel Range ________Ped for 8P Output _______8 External Recall Phase 8 5 8 9 Overlap Yellow Flash ________Yellow Flash Phases ________Start-up Overlap Green 9 A EV-A Phases _2__5___Low Priority A Phases ________Max Extension A B EV-B Phases ___4____Low Priority B Phases ________Inhibit Ped Reservice B C EV-C Phases 1____6__Low Priority C Phases ________Semi-Actuated C D EV-D Phases _______8 Low Priority D Phases ________Start-up Overlap Yellow D E Extra 1 Config. Bits 1_3_5___Restricted Phases ________Start-up Vehicle Calls E F IC Select (Interconnect)_2______Extra 2 Config. Bits __3_____Start-up Ped Calls F Configuration <C+0+E=125>Configuration <C+0+E=125>Specials <C+0+F=2> Overlap Coordination Transition ________ 12345678 ________ ________ ________ F <C+0+E=125> IC Select Flags 1 = 2 = Modem 3 = 7-Wire Slave 4 = Flash / Free 5 = 6 = Simplex Master 7 = 7-Wire Master 8 = Offset Interrupter Flash to PE & PE Non-Lock 1 = EV A 5 = RR 1 2 = EV B 6 = RR 2 3 = EV C 7 = SE 1 4 = EV D 8 = SE 2 12345678 ________ ________ ________ ________ ________ 12345678 Preempt Priority Extra 1 Flags 1 = TBC Type 1 2 = NEMA Ext. Coord 3 = Auto Daylight Savings 4 = Solid FDW on EV 5 = Extended Status 6 = International Ped 7 = Flash - Clear Outputs 8 = Split Ring Extra 2 Flags 1 = AWB During Initial 2 = LMU Installed 3 = Disable Min Walk 4 = QuicNet/4 System 5 = Ignore P/P on EV 6 = 7 = Allow QuicNet PE 8 = ( * RR-1 is always Highest, and RR-2 is always Second Highest ) <C+0+C=5> ________ ________ ________ ________ Minimums Printed on 6/24/2021 5:19 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 229 Auto Park Place/Main Page 3 (of 9) Column Numbers ----> 1 2 3 4 5 6 7 8 9 Row Plan Name ----> Row E Row 0 Cycle Length 84 96 108 0 0 110 110 110 110 0 0 1 Phase 1 - ForceOff 41 49 55 0 0 62 62 57 62 1 Plan 1 - Sync _2___6__1 2 Phase 2 - ForceOff 0 0 0 0 0 0 0 0 0 2 Plan 2 - Sync _2___6__2 3 Phase 3 - ForceOff 0 0 0 0 0 0 0 0 0 3 Plan 3 - Sync _2___6__3 4 Phase 4 - ForceOff 20 26 30 0 0 37 37 32 37 4 Plan 4 - Sync ________4 5 Phase 5 - ForceOff 41 49 55 0 0 62 62 52 62 5 Plan 5 - Sync ________5 6 Phase 6 - ForceOff 0 0 0 0 0 0 0 0 0 6 Plan 6 - Sync _2___6__6 7 Phase 7 - ForceOff 0 0 0 0 0 0 0 0 0 7 Plan 7 - Sync _2___6__7 8 Phase 8 - ForceOff 20 26 30 0 0 37 37 32 37 8 Plan 8 - Sync _2___6__8 9 Ring Offset 0 0 0 0 0 0 0 0 0 9 Plan 9 - Sync _2___6__9 A Offset 1 10 10 50 0 0 39 5 26 109 A NEMA Sync ________A B Offset 2 0 0 0 0 0 0 0 0 0 B NEMA Hold ________B C Offset 3 0 0 0 0 0 0 0 0 0 C C D Perm 1 - End 0 0 0 0 0 5 5 5 5 D D E Hold Release 255 255 255 0 0 255 255 255 255 E Coord Extra ________E F Zone Offset 0 0 0 0 0 0 0 0 0 F F Coordination - Bank 1 <C+0+C=1>Sync Phases <C+0+C=1> Row Row F Row 0 Ped Adjustment 9 6 4 0 0 6 6 9 6 0 Free Lag _2_4_6_8 0 1 Perm 2 - Start 0 0 0 0 0 0 0 0 0 1 Plan 1 - Lag _2_4_6_8 1 2 Perm 2 - End 0 0 0 0 0 0 0 0 0 2 Plan 2 - Lag _2_4_6_8 2 3 Perm 3 - Start 0 0 0 0 0 0 0 0 0 3 Plan 3 - Lag _2_4_6_8 3 4 Perm 3 - End 0 0 0 0 0 0 0 0 0 4 Plan 4 - Lag ________4 5 Reservice Time 0 0 0 0 0 0 0 0 0 5 Plan 5 - Lag ________5 6 Reservice Phases ________________________________________________________________________6 Plan 6 - Lag _2_4_6_8 6 7 7 Plan 7 - Lag _2_4_6_8 7 8 Pretimed Phases ________________________________________________________________________8 Plan 8 - Lag _2_4_6_8 8 9 Max Recall ________________________________________________________________________9 Plan 9 - Lag _2_4_6_8 9 A Perm 1 Veh Phase 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 A External Lag ________A B Perm 1 Ped Phase 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 B B C Perm 2 Veh Phase ________________________________________________________________________C C D Perm 2 Ped Phase ________________________________________________________________________D D E Perm 3 Veh Phase ________________________________________________________________________E E F Perm 3 Ped Phase ________________________________________________________________________F F Coordination - Bank 2 <C+0+C=2>Lag Phases <C+0+C=1> Plan Coord Extra 1 = Programmed WALK Time for Sync Phases 2 = Always Terminate Sync Phase Peds Printed on 6/24/2021 5:19 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 229 Auto Park Place/Main Page 4 (of 9) Row Row 0 Spec. Funct. 1 0 NOT-3 0 Max 2 0 Pretimed 0 Set Monday 0 Dial 2 (7-Wire)0 Sim Term 0 0 1 Spec. Funct. 2 0 NOT-4 0 System Det 1 0 Plan 1 0 Ext. Perm 1 0 Dial 3 (7-Wire)0 EV-A 71 1 2 Spec. Funct. 3 0 OR-4 (a)0 System Det 2 0 Plan 2 0 Ext. Perm 2 0 Offset 1 (7-Wire)0 EV-B 72 2 3 Spec. Funct. 4 0 OR-4 (b)0 System Det 3 0 Plan 3 0 Reserved 0 Offset 2 (7-Wire)0 EV-C 73 3 4 NAND-3 (a)0 OR-5 (a)0 System Det 4 0 Plan 4 0 Set Clock 0 Offset 3 (7-Wire)0 EV-D 74 4 5 NAND-3 (b)0 OR-5 (b)0 System Det 5 0 Plan 5 0 Stop Time 82 Free (7-Wire)0 RR-1 51 5 6 NAND-4 (a)0 OR-6 (a)0 System Det 6 0 Plan 6 0 Flash Sense 81 Flash (7-Wire)0 RR-2 52 6 7 NAND-4 (b)0 OR-6 (b)0 System Det 7 0 Plan 7 0 Manual Enable 0 Excl. Ped Omit 0 Spec. Event 1 0 7 8 OR-7 (a)0 Fig 3 Diamond 0 System Det 8 0 Plan 8 0 Man. Advance 0 NOT-1 0 Spec. Event 2 0 8 9 OR-7 (b)0 Fig 4 Diamond 0 Max Inhibit (nema)0 Plan 9 0 External Alarm 0 NOT-2 0 External Lag 0 9 A OR-7 (c)0 AND-4 (a)0 Force A (nema)0 DELAY-A 0 Phase Bank 2 0 OR-1 (a)0 AND-1 (a)0 A B OR-7 (d)0 AND-4 (b)0 Force B (nema)0 DELAY-B 0 Phase Bank 3 0 OR-1 (b)0 AND-1 (b)0 B C OR-8 (a)0 NAND-1 (a)0 C.N.A. (nema)0 DELAY-C 0 Overlap Set 2 0 OR-2 (a)0 AND-2 (a)0 C D OR-8 (b)0 NAND-1 (b)0 Hold (nema)0 DELAY-D 0 Overlap Set 3 0 OR-2 (b)0 AND-2 (b)0 D E OR-8 (c)0 NAND-2 (a)0 Max Recall 0 DELAY-E 0 Detector Set 2 0 OR-3 (a)0 AND-3 (a)0 E F OR-8 (d)0 NAND-2 (b)0 Min Recall 0 DELAY-F 0 Detector Set 3 0 OR-3 (b)0 AND-3 (b)0 F Assignable Inputs <C+0+E=126> Row Row 0 Phase ON - 1 0 Preempt Fail 0 Flasher 0 0 Free 0 NOT-1 0 TOD Out 1 0 Dial 2 (7-Wire)0 0 1 Phase ON - 2 0 Sp Evnt Out 1 0 Flasher 1 0 Plan 1 0 OR-1 0 TOD Out 2 0 Dial 3 (7-Wire)0 1 2 Phase ON - 3 0 Sp Evnt Out 2 0 Fast Flasher 0 Plan 2 0 OR-2 0 TOD Out 3 0 Offset 1 (7-Wire)0 2 3 Phase ON - 4 0 Sp Evnt Out 3 0 Fig 3 Diamond 0 Plan 3 0 OR-3 0 TOD Out 4 0 Offset 2 (7-Wire)0 3 4 Phase ON - 5 0 Sp Evnt Out 4 0 Fig 4 Diamond 0 Plan 4 0 AND-1 0 TOD Out 5 0 Offset 3 (7-Wire)0 4 5 Phase ON - 6 0 Sp Evnt Out 5 0 Plan 5 0 AND-2 0 TOD Out 6 0 Free (7-Wire)0 5 6 Phase ON - 7 0 Sp Evnt Out 6 0 Plan 6 0 AND-3 0 TOD Out 7 0 Flash (7-Wire)0 6 7 Phase ON - 8 0 Sp Evnt Out 7 0 Plan 7 0 NOT-2 0 TOD Out 8 0 Preempt 0 7 8 Ph. Check - 1 0 Sp Evnt Out 8 0 NOT-3 0 Plan 8 0 EV-A 0 Adv. Warn - 1 0 Low Priority A 0 8 9 Ph. Check - 2 0 NOT-4 0 Plan 9 0 EV-B 0 Adv. Warn - 2 0 Low Priority B 0 9 A Ph. Check - 3 0 Detector Fail 0 OR-4 0 Spec. Funct. 3 0 EV-C 0 DELAY-A 0 Low Priority C 0 A B Ph. Check - 4 0 Spec. Funct. 1 0 OR-5 0 Spec. Funct. 4 0 EV-D 0 DELAY-B 0 Low Priority D 0 B C Ph. Check - 5 0 Spec. Funct. 2 0 OR-6 0 NAND-3 0 RR-1 0 DELAY-C 0 C D Ph. Check - 6 0 Central Control 0 AND-4 0 NAND-4 0 RR-2 0 DELAY-D 0 D E Ph. Check - 7 0 Excl. Ped DW 0 NAND-1 0 OR-7 0 Spec. Event 1 0 DELAY-E 0 E F Ph. Check - 8 0 Excl. Ped WK 0 NAND-2 0 OR-8 0 Spec. Event 2 0 DELAY-F 0 F Assignable Outputs <C+0+E=127> Column D Column C Column C Column D Column E Column F Column E Column F Column 9 Column 9 Column A Column B Column A Column B Printed on 6/24/2021 5:19 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 229 Auto Park Place/Main Page 5 (of 9) Column Numbers ----> 1 2 3 4 5 6 7 8 9 A B C D Row Phase Names ----> Transition Type 0.3 <C/5+1+9> 0 Ped Walk 0 0 0 0 0 0 0 0 - - - - - - - - - - - - - - - TBC Transition 1 Ped FDW 0 0 0 0 0 0 0 0 Phase 1 0 0 0 0 0.0 2 Min Green 0 0 0 0 0 0 0 0 Phase 2 0 0 0 0 0.0 3 Type 3 Disconnect 0 0 0 0 0 0 0 0 Phase 3 0 0 0 0 0.0 Lag Hold Phases <C/5+1+A> 4 Added per Vehicle 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 4 0 0 0 0 0.0 Coordinated Lag Hold Phases 5 Veh Extension 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 5 0 0 0 0 0.0 6 Max Gap 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 6 0 0 0 0 0.0 7 Min Gap 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 7 0 0 0 0 0.0 8 Max Limit 0 0 0 0 0 0 0 0 Phase 8 0 0 0 0 0.0 9 Max Limit 2 0 0 0 0 0 0 0 0 A Adv. / Delay Walk 0 0 0 0 0 0 0 0 Max Initial Begin Month 0 <C/5+2+A> B PE Min Ped FDW 0 0 0 0 0 0 0 0 Alternate Walk Begin Week 0 <C/5+2+B> C Cond Serv Check 0 0 0 0 0 0 0 0 Alternate FDW End Month 0 <C/5+2+C> D Reduce Every 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Alternate Initial End Week 0 <C/5+2+D> E Yellow Change 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Alternate Extension Daylight Savings Time F Red Clear 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase Timing - Bank 2 <C+0+F=2> Alternate Timing Time B4 Yellow 0.0 <F/1+C+E> Phase Number 0 <F/1+C+F> Row 1 2 3 4 5 6 7 8 9 A B C D Advance Warning Beacon - Sign 1 0 Ped Walk 0 0 0 0 0 0 0 0 - - - - - - - - - - - - - - - 1 Ped FDW 0 0 0 0 0 0 0 0 Phase 1 0 0 0 0 0.0 Time B4 Yellow 0.0 <F/1+D+E> 2 Min Green 0 0 0 0 0 0 0 0 Phase 2 0 0 0 0 0.0 Phase Number 0 <F/1+D+F> 3 Type 3 Disconnect 0 0 0 0 0 0 0 0 Phase 3 0 0 0 0 0.0 Advance Warning Beacon - Sign 2 4 Added per Vehicle 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 4 0 0 0 0 0.0 5 Veh Extension 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 5 0 0 0 0 0.0 6 Max Gap 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 6 0 0 0 0 0.0 7 Min Gap 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase 7 0 0 0 0 0.0 8 Max Limit 0 0 0 0 0 0 0 0 Phase 8 0 0 0 0 0.0 9 Max Limit 2 0 0 0 0 0 0 0 0 A Adv. / Delay Walk 0 0 0 0 0 0 0 0 Max Initial B PE Min Ped FDW 0 0 0 0 0 0 0 0 Alternate Walk C Cond Serv Check 0 0 0 0 0 0 0 0 Alternate FDW D Reduce Every 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Alternate Initial E Yellow Change 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Alternate Extension F Red Clear 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Phase Timing - Bank 3 <C+0+F=3> Alternate Timing Phase ________ Transition Type 0.X = Shortway 1.X = Lengthen X.1 thru X.4 = Number of cycles when lengthing Daylight Savings Date If set to all zeros, standard dates will be used. Printed on 6/24/2021 5:19 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 229 Auto Park Place/Main Page 6 (of 9) Column Numbers ----> 0 1 2 3 1 3 C1 Pin Carry- Row Detector Name Number Attributes Phase(s)Assign Delay over Column Numbers ----> 1 2 3 4 5 6 7 8 Row 0 39 ___45_7__2______123_____2.0 1.5 Walk 0 0 0 0 0 0 0 0 0 1 40 ___45_7______6__123_____0.0 0.0 Don't Walk 0 0 0 0 0 0 0 0 1 2 41 ___45_7____4____123_____0.0 0.0 Phase Green 0 0 0 0 0 0 0 0 2 3 42 ___45_7________8 123_____0.0 0.0 Phase Yellow 0 0 0 0 0 0 0 0 3 4 43 ___45_7__2______123_____0.0 0.0 Phase Red 0 0 0 0 0 0 0 0 4 5 44 ___45_7______6__123_____0.0 0.0 Overlap Green 0 0 0 0 0 0 0 0 5 6 45 ___45_7____4____123_____0.0 0.0 Overlap Yellow 0 0 0 0 0 0 0 0 6 7 46 ___45_7________8 123_____0.0 0.0 Overlap Red 0 0 0 0 0 0 0 0 7 8 47 ___45_7__2______123_____0.0 0.0 Redirect Phase Outputs <C+0+E=127> 9 48 ___45_7______6__123_____0.0 0.0 A 49 ___45_7____4____123_____0.0 0.0 Cabinet Type 0 <E/125+D+0> B 50 ___45_7________8 123_____8.0 0.0 Enable Redirection C 55 ___45_7_____5___123_____0.0 0.0 D 56 ___45_7_1_______123_____0.0 0.0 E 57 ___45_7_______7_123_____0.0 0.0 Max OFF (minutes)20 <D/0+0+1> F 58 ___45_7___3_____123_____0.0 0.0 Max ON (minutes)7 <D/0+0+2> Detector Failure Monitor 4 5 6 7 2 4 C1 Pin Carry- Row Detector Name Number Attributes Phase(s)Assign Delay over Detector Attributes 0 59 ___45_7_____5___123_____2.0 1.5 1 60 ___45_7_1_______123_____0.0 0.0 B Row 2 61 ___45_7_______7_123_____0.0 0.0 0 A 3 62 ___45_7___3_____123_____0.0 0.0 0 B 4 63 ___45_7__2______123_____0.0 0.0 0 C 5 64 ___45_7______6__123_____0.0 0.0 0 D 6 65 ___45_7____4____123_____0.0 0.0 0 E 7 66 ___45_7________8 123_____0.0 0.0 0 F 8 67 _2_______2______123_____0.0 0.0 Det. Assignments Delay Logic Times 9 68 _2___________6__123_____0.0 0.0 <C+0+D=0> (seconds) A 69 _2_________4____123_____0.0 0.0 B 70 _2_____________8 123_____8.0 0.0 <C/5+F+0> C 76 ___45_7__2______123_____0.0 0.0 Disable Alarm Reporting D 77 ___45_7______6__123_____0.0 0.0 E 78 ___45_7____4____123_____0.0 0.0 F 79 ___45_7________8 123_____0.0 0.0 Detector Assignments <C+0+E=126><C+0+D=0> 1 = Full Time Delay 2 = Ped Call 3 = 4 = Count 5 = Extension 6 = Type 3 7 = Calling 8 = Alternate 1 = Det. Set 1 2 = Det. Set 2 3 = Det. Set 3 4 = 5 = 6 = Failure - Min Recall 7 = Failure - Max Recall 8 = Report on Failure ________ 1 = Stop Time 2 = Flash Sense 3 = Keyboard Entry 4 = Manual Plan 5 = Police Control 6 = External Alarm 7 = Detector Failure 8 = DELAY-A DELAY-B DELAY-E Omit Alarm DELAY-F Ped / Phase / Overlap (Enable Redirection = 30) DELAY-C DELAY-D Disable Alarms Printed on 6/24/2021 5:19 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 229 Auto Park Place/Main Page 7 (of 9) Column 4 Row Time Day of Week Time Day of Week Phases/Bits Holiday Type Time Holiday Type 0 00 :00 E A _234567 00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 1 07 :00 6 A _23456_00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 2 10 :00 E A _23456_00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 3 10 :30 7 A _23456_00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 4 13 :30 E A _23456_00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 5 14 :00 8 A _23456_00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 6 18 :30 E A _23456_00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 7 10 :30 9 A 1_____7 00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 8 16 :00 E A 1_____7 00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 9 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ A 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ B 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ C 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ D 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ E 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ F 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ TOD Coordination <C+0+9=0.1>TOD <C+0+7=0.1><C+0+E=27>Holiday Dates <C+0+8=1.1>Holiday Events <C+0+9=1.1> (Bank 1)Function (Bank 1)(Bank 1) Column 4 Row Time Day of Week Time Holiday Type Phases/Bits Holiday Type Time Holiday Type 0 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 1 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 2 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 3 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 4 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 5 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 6 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 7 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 8 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 9 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ A 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ B 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ C 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ D 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ E 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ F 00 :00 0 0 _______00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ TOD Coordination <C+0+9=0.2>Holiday <C+0+7=0.2><C+0+E=28>Holiday Dates <C+0+8=1.2>Holiday Events <C+0+9=1.2> (Bank 2)TOD Function (Bank 2)(Bank 2)PlanOffsetPlanOffset T.O.D. Functions 0 = 1 = Red Lock 2 = Yellow Lock 3 = Veh Min Recall 4 = Ped Recall 5 = 6 = Rest In Walk 7 = Red Rest 8 = Double Entry 9 = Veh Max Recall A = Veh Soft Recall B = Maximum 2 C = Conditional Service D = Free Lag Phases E = Bit 1 - Local Override Bit 4 - Disable Detector OFF Monitor Bit 5 - Disable Low Priority Preempt Bit 7 - Detector Count Monitor Bit 8 - Real Time Split Monitor F = Output Bits 1 thru 8 Plan Select 1 thru 9 = Coordination Plan 1 thru 9 14 or E = Free 15 or F = Flash Offset Select A = Offset A B = Offset B C = Offset C Month Select 1 = January 2 = February 3 = March 4 = April 5 = May 6 = June 7 = July 8 = August 9 = September A = October B = November C = December OffsetPlanOffsetPlanFunct.Funct.MonthMonthYearYearDayDayPrinted on 6/24/2021 5:19 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 229 Auto Park Place/Main Page 8 (of 9) 6 7 8 9 A B C D E F Row Clear Time Ped Call Hold Advance Force Off Vehicle Call Permit Phases Ped Omit Output 0 ________0 ________________________________________________________________ 1 ________0 ________________________________________________________________Notes: 2 ________0 ________________________________________________________________ 3 ________0 ________________________________________________________________ 4 ________0 ________________________________________________________________ 5 ________0 ________________________________________________________________ 6 ________0 ________________________________________________________________ 7 ________0 ________________________________________________________________ 8 ________0 ________________________________________________________________ 9 ________0 ________________________________________________________________ A ________0 ________________________________________________________________ B ________0 ________________________________________________________________ C ________0 ________________________________________________________________ D ________0 ________________________________________________________________ E ________0 ________________________________________________________________0 <E/27+5+F> F ________0 ________________________________________________________________Limited Service Interval Special Event Schedule -- Table 1 <C+0+E=27> 6 7 8 9 A B C D E F Row Clear Time Ped Call Hold Advance Force Off Vehicle Call Permit Phases Ped Omit Output 0 ________0 ________________________________________________________________ 1 ________0 ________________________________________________________________Notes: 2 ________0 ________________________________________________________________ 3 ________0 ________________________________________________________________ 4 ________0 ________________________________________________________________ 5 ________0 ________________________________________________________________ 6 ________0 ________________________________________________________________ 7 ________0 ________________________________________________________________ 8 ________0 ________________________________________________________________ 9 ________0 ________________________________________________________________ A ________0 ________________________________________________________________ B ________0 ________________________________________________________________ C ________0 ________________________________________________________________ D ________0 ________________________________________________________________ E ________0 ________________________________________________________________0 <E/28+5+F> F ________0 ________________________________________________________________Limited Service Interval Special Event Schedule -- Table 2 <C+0+E=28> Printed on 6/24/2021 5:19 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 229 Auto Park Place/Main Page 9 (of 9) Min Time (seconds)2 <F/1+0+8>0 <F/1+A+D> Min Green Before PE Force Off Bus Delay Max Time (minutes)2 <F/1+0+9>0 <F/1+A+E> Max Preempt Time Before Failure Max Early Green Min Time (seconds)0 <F/1+0+A>0 <F/1+A+F> Min Time Between Same Preempts Max Green Extension (Does Not Apply To Railroad Preempt) Low Pri. Channel <E/125+C+8> Disable Low Priority Channel Row Time 0 00 :00 0 0 1 00 :00 0 0 2 00 :00 0 0 3 00 :00 0 0 4 00 :00 0 0 5 00 :00 0 0 6 00 :00 0 0 7 00 :00 0 0 8 00 :00 0 0 9 00 :00 0 0 A 00 :00 0 0 B 00 :00 0 0 C 00 :00 0 0 D 00 :00 0 0 E 00 :00 0 0 F 00 :00 0 0 Headway <C+0+9=2.1> _______ _______ _______ _______ ________ Low Priority 1 = Channel A 2 = Channel B 3 = Channel C 4 = Channel D _______ _______ Headway Time (minutes) 1 thru 9 = 1 thru 9 A = 10 B = 11 C = 12 D = 13 E = 14 F = 15 Delay Time (seconds) Max Time (seconds) Max Time (seconds) Day of Week _______ _______ _______ _______ _______ _______ _______ Low Priority Preemption (Bus Priority) Note: Also see "Time of Day Functions", Function E, Bit 5 (Disable Low Priority)HeadwayDirectionOnly available with Program 233RV2.B (and above) _______ _______ _______ Printed on 6/24/2021 5:19 PM Timing Sheet Version: 233 RV2 Revision: 30826 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\Appendix.3408.doc APPENDIX B SANDAG SCREENING MAP AND SITE-SPECIFIC DISTRIBUTION FACILITY TRIP RATE COMPARISON; HEAVY TRUCK TRAFFIC PERCENT INFORMATION In Out In OutProject #3285 Weld Warehouse 124,535 SF1,476 1 1 61 30 Regular 10.43 / KSFOffice 17,000 SF(Peak Season Operations) 3,548 89 152 318 138 Peak 25.07 / KSF 37% 63% 70% 30%Project #3301 DIB3 Ocean Ranch Warehouse 125,756 SF 3,556 92 144 313 13124.91 / KSF Office 16,990 SF39% 61% 70% 30%12.85%6.64% 12.49%Table ADistribution Facility Trip Rate CalculationsAM PMADTProject InformationRate6.79% Memorandum Date: June 17, 2020 To: Marc A. de Bourbon, Amazon From: Gary Black and Shikha Jain Subject: Comparison of Victory Station Traffic Study with Proposed Amazon Warehouse DFO1 in Sonoma, California INTRODUCTION A traffic impact analysis (TIA) was prepared for a warehouse development with associated office and retail land uses called Victory Station located at the northwest corner of the SR 12-121/8th Street East intersection in Sonoma, California by Crane Transportation Group in 2016. The project was approved by Sonoma County for 258,182 sq. ft. light industrial warehouse space and is currently under construction. Amazon Logistics is proposed to lease the entirety of the building. Sonoma County’s staff have raised questions about whether Amazon Logistics’ proposed use conforms to the entitlements of the Victory Station warehouse facility. This memorandum presents an analysis of trip generation for the proposed Amazon last mile Delivery Station to serve Sonoma and Napa Counties and compares them to the trips in the Victory Station TIA study. It also summarizes potential significant impacts by Amazon compared to the impacts shown for the warehouse in the 2016 traffic study. Finally, this analysis reviews whether the conditions of approval for the Victory Station warehouse project have been implemented. TRIP GENERATION Preliminary trip generation calculations for Amazon Logistics were developed based on the operational characteristics of the facility dated June 16th, 2020 (see Attachment A). The operations of the facility include truck trips and automobile trips entering and departing the facility staggered throughout the 24-hour period. At the proposed facility, Amazon Logistics anticipates approximately 14 line-haul trucks delivering packages to the delivery stations each day, approximately 136 Amazon associates working in various shifts supporting the operations of the facility, approximately 151 delivery vans loading and departing from the delivery station, and approximately 151 personal vehicles of the van drivers and managers to and from the site. Amazon Logistics also operates what is called a FLEX program where drivers deliver packages with their own vehicles. Amazon anticipates 40 FLEX automobiles entering and exiting the facility between 4:00 PM and 5:00 PM. Table 1 below compares the trip generation estimates from the 2016 traffic study to the trip estimates developed for the Amazon warehouse per the operations of the facility described above. The Victory Station warehouse was estimated to the generate 1,306 daily trips, including 125 AM peak hour trips and 131 PM peak hour trips. The Amazon warehouse will generate 984 daily trips, including 0 AM peak hour trips and 80 PM peak hour trips. The difference in trip generation Amazon Warehouse DFO1 Traffic Study June 17, 2020 P a g e | 2 estimates between the Amazon logistics operations and the warehouse facility in the TIA is a net decrease of 322 daily trips, 125 AM peak hour trips, and 51 PM peak hour trips. Table 1 Trip Generation Comparison TRIP DISTRIBUTION Traffic at the study intersections generated by the Amazon warehouse was estimated by assuming the same trip distribution pattern and assignment of the trips developed for the project in the Victory Station TIA. Since Amazon has warehouses in other counties, it is expected that most employees will be residents of Sonoma and Napa counties and that deliveries from the station will be going to customers in Sonoma and Napa counties. Additionally, the line haul trucks to and from this Amazon warehouse are expected to come from the City of Vacaville located in Solano County east of Napa per information provided on June 4th, 2020. Figure 1 shows a map of the study intersections and trip distribution assumptions used in the Victory Station TIA. IN OUT TOTAL IN OUT TOTAL Warehouse 248,321 884 60 15 75 20 60 80 Office 30,000 332 41 6 47 8 37 45 Retail 2000 90 2 1 3 3 3 6 Total 280,321 1,306 103 22 125 31 100 131 Line Haul Trucks 14 28 0 0 0 0 0 0 Associate/Mgr Shifts 136 272 0 0 0 0 0 0 Flex Drivers 40 80 0 0 0 40 40 80 Personal Vehicle - Van Drivers and customers 151 302 0 0 0 0 0 0 Delivery Vans 151 302 0 0 0 0 0 0 Total 492 984 0 0 0 40 40 80 Net Change in Trips (322)(103)(22)(125)9 (60)(51) Notes: 1 2 PM PEAK HOUR VICTORY STATION TRIP GENERATION1 AMAZON WAREHOUSE DFO1 TRIP GENERATION2 Trip Genereration developed by Crane Transportation Group in the Victory Station Warehouse/Office Development Northwest Corner of SR 12-121/8th Street Traffic Impact Report, September 7, 2016. Trip Generation for Amazon Warehouse Site DFO1 located in Sonoma, CA provide by Amazon dated June 16, 2020. AM PEAK HOURUSESQ FT/EMP DAILY LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\Appendix.3408.doc APPENDIX C INTERSECTION METHODOLOGY SIGNALIZED INTERSECTIONS For signalized intersections, level of service criteria are stated in terms of the average control delay per vehicle for a 15-minute analysis period. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. Table 1 summarizes the delay thresholds for signalized intersections. Level of service A describes operations with very low delay, (i.e. less than 10.0 seconds per vehicle). This occurs when progression is extremely favorable, and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. Level of service B describes operations with delay in the range 10.1 seconds and 20.0 seconds per vehicle. This generally occurs with good progression and/or short cycle lengths. More vehicles stop than for LOS A, causing higher levels of average delay. TABLE 1 LEVEL OF SERVICE THRESHOLDS FOR SIGNALIZED INTERSECTIONS AVERAGE CONTROL DELAY PER VEHICLE (SECONDS/VEHICLE) LEVEL OF SERVICE 0.0 < 10.0 A 10.1 to 20.0 B 21.1 to 35.0 C 35.1 to 55.0 D 55.1 to 80.0 E > 80.0 F Source: Highway Capacity Manual, 2000. Level of service C describes operations with delay in the range 20.1 seconds and 35.0 seconds per vehicle. These higher delays may result from fair progression and/or longer cycle lengths. Individual cycle failures may begin to appear. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. Level of service D describes operations with delay in the range 35.1 seconds and 55.0 seconds per vehicle. At level D, the influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or higher v/c ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are more frequent. Level of service E describes operations with delay in the range of 55.1 seconds to 80.0 seconds per vehicle. This is considered to be the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high v/c ratios. Individual cycle failures are frequent occurrences. Level of service F describes operations with delay in excess of over 80.0 seconds per vehicle. This is considered to be unacceptable to most drivers. This condition often occurs with over-saturation (i.e., when arrival flow rates exceed the capacity of the intersection). It may also occur at high v/c ratios below 1.00 with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. UNSIGNALIZED INTERSECTIONS For unsignalized intersections, level of service is determined by the computed or measured control delay and is defined for each minor movement. Level of service is not defined for the intersection as a whole. Table 2 depicts the criteria, which are based on the average control delay for any particular minor movement. TABLE 2 LEVEL OF SERVICE THRESHOLDS FOR UNSIGNALIZED INTERSECTIONS AVERAGE CONTROL DELAY PER VEHICLE (SECONDS/VEHICLE) LEVEL OF SERVICE EXPECTED DELAY TO MINOR STREET TRAFFIC 0.0 < 10.0 A Little or no delay 10.1 to 15.0 B Short traffic delays 15.1 to 25.0 C Average traffic delays 25.1 to 35.0 D Long traffic delays 35.1 to 50.0 E Very long traffic delays > 50.0 F Severe congestion Source: Highway Capacity Manual, 2000. Level of Service F exists when there are insufficient gaps of suitable size to allow a side street demand to safely cross through a major street traffic stream. This level of service is generally evident from extremely long control delays experienced by side-street traffic and by queuing on the minor-street approaches. The method, however, is based on a constant critical gap size; that is, the critical gap remains constant no matter how long the side-street motorist waits. LOS F may also appear in the form of side-street vehicles selecting smaller- than-usual gaps. In such cases, safety may be a problem, and some disruption to the major traffic stream may result. It is important to note that LOS F may not always result in long queues but may result in adjustments to normal gap acceptance behavior, which are more difficult to observe in the field than queuing. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\Appendix.3408.doc APPENDIX D EXISTING PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS HCM 6th Signalized Intersection Summary Existing AM 1: Brandywine Ave & Olympic Pkwy 02/15/2022 Chula Vista Shinohara Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 192 1188 47 78 1921 90 56 102 110 62 112 245 Future Volume (veh/h) 192 1188 47 78 1921 90 56 102 110 62 112 245 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.96 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 204 1264 50 83 2044 96 60 109 117 66 119 261 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, %222222222222 Cap, veh/h 226 2727 108 103 2414 721 76 411 428 83 419 343 Arrive On Green 0.13 0.54 0.54 0.06 0.47 0.47 0.04 0.22 0.22 0.05 0.22 0.22 Sat Flow, veh/h 1781 5031 199 1781 5106 1525 1781 1870 1529 1781 1870 1530 Grp Volume(v), veh/h 204 855 459 83 2044 96 60 109 117 66 119 261 Grp Sat Flow(s),veh/h/ln 1781 1702 1826 1781 1702 1525 1781 1870 1529 1781 1870 1530 Q Serve(g_s), s 16.9 23.0 23.1 6.9 52.8 5.3 5.0 7.2 9.0 5.5 7.9 23.9 Cycle Q Clear(g_c), s 16.9 23.0 23.1 6.9 52.8 5.3 5.0 7.2 9.0 5.5 7.9 23.9 Prop In Lane 1.00 0.11 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 226 1845 990 103 2414 721 76 411 428 83 419 343 V/C Ratio(X) 0.90 0.46 0.46 0.81 0.85 0.13 0.79 0.26 0.27 0.79 0.28 0.76 Avail Cap(c_a), veh/h 260 1845 990 160 2414 721 100 411 428 105 419 343 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.6 21.0 21.0 69.8 34.8 22.2 71.1 48.5 42.4 70.8 48.2 54.5 Incr Delay (d2), s/veh 28.4 0.8 1.6 12.8 3.9 0.4 18.8 1.5 1.5 21.4 1.7 14.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.3 8.9 9.8 3.5 21.5 2.0 2.7 3.6 3.6 3.0 3.9 10.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 93.0 21.8 22.6 82.7 38.6 22.6 89.9 50.0 43.9 92.2 49.9 69.2 LnGrp LOS F C C F D C F D D F D E Approach Vol, veh/h 1518 2223 286 446 Approach Delay, s/veh 31.6 39.6 55.9 67.5 Approach LOS C D E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.9 87.5 10.6 39.0 23.2 77.1 11.2 38.4 Change Period (Y+Rc), s * 4.2 * 6.2 * 4.2 5.4 * 4.2 6.2 * 4.2 * 5.4 Max Green Setting (Gmax), s * 14 * 76 * 8.4 33.0 * 22 66.7 * 8.8 * 33 Max Q Clear Time (g_c+I1), s 8.9 25.1 7.0 25.9 18.9 54.8 7.5 11.0 Green Ext Time (p_c), s 0.0 26.2 0.0 0.9 0.1 11.4 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 40.7 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. HCM 6th Signalized Intersection Summary Existing AM 2: Brandywine Ave & Sequoia St 02/15/2022 Chula Vista Shinohara Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 18 35 34 29 28 55 212 10 16 385 52 Future Volume (veh/h) 50 18 35 34 29 28 55 212 10 16 385 52 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 0.98 0.93 0.98 0.93 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 68 25 48 47 40 38 75 290 14 22 527 71 Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 191 73 88 157 117 82 136 1035 846 83 826 111 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.08 0.55 0.55 0.05 0.51 0.51 Sat Flow, veh/h 589 437 530 427 699 492 1781 1870 1529 1781 1605 216 Grp Volume(v), veh/h 141 0 0 125 0 0 75 290 14 22 0 598 Grp Sat Flow(s),veh/h/ln1556 0 0 1618 0 0 1781 1870 1529 1781 0 1822 Q Serve(g_s), s 0.6 0.0 0.0 0.0 0.0 0.0 2.3 4.7 0.2 0.7 0.0 13.7 Cycle Q Clear(g_c), s 4.3 0.0 0.0 3.7 0.0 0.0 2.3 4.7 0.2 0.7 0.0 13.7 Prop In Lane 0.48 0.34 0.38 0.30 1.00 1.00 1.00 0.12 Lane Grp Cap(c), veh/h 352 0 0 356 0 0 136 1035 846 83 0 938 V/C Ratio(X) 0.40 0.00 0.00 0.35 0.00 0.00 0.55 0.28 0.02 0.27 0.00 0.64 Avail Cap(c_a), veh/h 1018 0 0 1054 0 0 524 1035 846 551 0 1020 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh21.9 0.0 0.0 21.6 0.0 0.0 25.8 6.8 5.8 26.6 0.0 10.1 Incr Delay (d2), s/veh 0.7 0.0 0.0 0.6 0.0 0.0 2.6 0.7 0.0 0.6 0.0 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.7 0.0 0.0 1.5 0.0 0.0 1.0 1.6 0.1 0.3 0.0 4.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.6 0.0 0.0 22.2 0.0 0.0 28.3 7.5 5.9 27.2 0.0 11.7 LnGrp LOS C A A C A A C A A C A B Approach Vol, veh/h 141 125 379 620 Approach Delay, s/veh 22.6 22.2 11.6 12.3 Approach LOS C C B B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 14.7 8.4 34.8 14.7 6.2 37.0 Change Period (Y+Rc), s 5.0 4.0 5.0 5.0 3.5 5.0 Max Green Setting (Gmax), s 36.6 17.0 32.4 36.6 17.9 32.0 Max Q Clear Time (g_c+I1), s 6.3 4.3 15.7 5.7 2.7 6.7 Green Ext Time (p_c), s 0.9 0.1 5.7 0.7 0.0 3.3 Intersection Summary HCM 6th Ctrl Delay 14.2 HCM 6th LOS B HCM 6th TWSC Existing AM 4: Brandywine Ave & Shinohara Ln 02/15/2022 Chula Vista Shinohara Synchro 10 Report Page 4 Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 2 5 187 265 0 Future Vol, veh/h 0 2 5 187 265 0 Conflicting Peds, #/hr 10 10 10 0 0 10 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2 22222 Mvmt Flow 0 2 6 210 298 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 435 169 308 0 - 0 Stage 1 308 ----- Stage 2 127 ----- Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 ----- Critical Hdwy Stg 2 5.84 ----- Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 549 845 1249 - - - Stage 1 719 ----- Stage 2 885 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 535 829 1237 - - - Mov Cap-2 Maneuver 593 ----- Stage 1 708 ----- Stage 2 876 ----- Approach EB NB SB HCM Control Delay, s 9.4 0.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1237 - 829 - - HCM Lane V/C Ratio 0.005 - 0.003 - - HCM Control Delay (s) 7.9 - 9.4 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0 - - HCM 6th Signalized Intersection Summary Existing AM 5: Main St & I-805 SB Ramps 02/15/2022 Chula Vista Shinohara Synchro 10 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 725 311 278 539 00005210378 Future Volume (veh/h) 0 725 311 278 539 00005210378 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 806 346 309 599 0 579 0 420 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %022220 222 Cap, veh/h 0 1555 663 374 2125 0 1080 0 466 Arrive On Green 0.00 0.45 0.45 0.22 1.00 0.00 0.30 0.00 0.30 Sat Flow, veh/h 0 3650 1484 3456 3647 0 3563 0 1539 Grp Volume(v), veh/h 0 788 364 309 599 0 579 0 420 Grp Sat Flow(s),veh/h/ln 0 1702 1561 1728 1777 0 1781 0 1539 Q Serve(g_s), s 0.0 18.3 18.5 9.4 0.0 0.0 14.9 0.0 28.8 Cycle Q Clear(g_c), s 0.0 18.3 18.5 9.4 0.0 0.0 14.9 0.0 28.8 Prop In Lane 0.00 0.95 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1521 697 374 2125 0 1080 0 466 V/C Ratio(X) 0.00 0.52 0.52 0.83 0.28 0.00 0.54 0.00 0.90 Avail Cap(c_a), veh/h 0 1521 697 543 2125 0 1260 0 544 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.91 0.91 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 21.9 22.0 42.1 0.0 0.0 31.9 0.0 36.7 Incr Delay (d2), s/veh 0.0 1.3 2.8 6.2 0.3 0.0 0.4 0.0 16.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 7.2 7.0 3.8 0.1 0.0 6.3 0.0 12.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 23.2 24.7 48.3 0.3 0.0 32.3 0.0 53.1 LnGrp LOS A C C D A A C A D Approach Vol, veh/h 1152 908 999 Approach Delay, s/veh 23.7 16.6 41.1 Approach LOS C B D Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 16.6 54.9 38.4 71.6 Change Period (Y+Rc), s * 4.7 * 5.8 5.1 5.8 Max Green Setting (Gmax), s * 17 * 39 38.9 60.2 Max Q Clear Time (g_c+I1), s 11.4 20.5 30.8 2.0 Green Ext Time (p_c), s 0.5 4.9 2.6 2.6 Intersection Summary HCM 6th Ctrl Delay 27.3 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing AM 6: I-805 NB Ramps & Main St 02/15/2022 Chula Vista Shinohara Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 466 790 0 0 515 511 292 4 328 0 0 0 Future Volume (veh/h) 466 790 0 0 515 511 292 4 328 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.95 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 536 908 0 0 592 587 336 5 377 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 20022222 Cap, veh/h 558 2406 0 0 1640 854 393 6 603 Arrive On Green 0.63 1.00 0.00 0.00 0.64 0.64 0.22 0.22 0.22 Sat Flow, veh/h 1781 3647 0 0 5274 2660 1756 26 2692 Grp Volume(v), veh/h 536 908 0 0 592 587 341 0 377 Grp Sat Flow(s),veh/h/ln1781 1777 0 0 1702 1330 1783 0 1346 Q Serve(g_s), s 31.1 0.0 0.0 0.0 5.9 15.5 20.2 0.0 13.9 Cycle Q Clear(g_c), s 31.1 0.0 0.0 0.0 5.9 15.5 20.2 0.0 13.9 Prop In Lane 1.00 0.00 0.00 1.00 0.99 1.00 Lane Grp Cap(c), veh/h 558 2406 0 0 1640 854 399 0 603 V/C Ratio(X) 0.96 0.38 0.00 0.00 0.36 0.69 0.85 0.00 0.63 Avail Cap(c_a), veh/h 717 2406 0 0 1640 854 501 0 756 HCM Platoon Ratio 2.00 2.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.83 0.83 0.00 0.00 0.95 0.95 1.00 0.00 1.00 Uniform Delay (d), s/veh19.9 0.0 0.0 0.0 14.4 16.1 41.0 0.0 38.5 Incr Delay (d2), s/veh 19.0 0.4 0.0 0.0 0.6 4.3 11.3 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 %ile BackOfQ(50%),veh/ln9.3 0.1 0.0 0.0 2.0 3.5 9.8 0.0 4.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 39.0 0.4 0.0 0.0 15.0 20.4 52.3 0.0 39.6 LnGrp LOS D AAABCDAD Approach Vol, veh/h 1444 1179 718 Approach Delay, s/veh 14.7 17.7 45.6 Approach LOS B B D Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 80.3 39.2 41.1 29.7 Change Period (Y+Rc), s * 5.8 * 4.7 5.8 5.1 Max Green Setting (Gmax), s * 69 * 44 19.2 30.9 Max Q Clear Time (g_c+I1), s 2.0 33.1 17.5 22.2 Green Ext Time (p_c), s 4.4 1.4 0.8 2.4 Intersection Summary HCM 6th Ctrl Delay 22.4 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing AM 7: Main Ct & Main St 02/15/2022 Chula Vista Shinohara Synchro 10 Report Page 7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1126 90 29 1213 48 16 Future Volume (veh/h) 1126 90 29 1213 48 16 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 0.97 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1357 108 35 1461 58 19 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 22222 Cap, veh/h 4001 1269 103 4390 142 65 Arrive On Green 1.00 1.00 0.06 1.00 0.04 0.04 Sat Flow, veh/h 5274 1536 3456 5274 3456 1585 Grp Volume(v), veh/h 1357 108 35 1461 58 19 Grp Sat Flow(s),veh/h/ln1702 1536 1728 1702 1728 1585 Q Serve(g_s), s 0.0 0.0 1.1 0.0 1.8 1.3 Cycle Q Clear(g_c), s 0.0 0.0 1.1 0.0 1.8 1.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h4001 1269 103 4390 142 65 V/C Ratio(X) 0.34 0.09 0.34 0.33 0.41 0.29 Avail Cap(c_a), veh/h 4001 1269 311 4390 437 200 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.92 0.92 0.97 0.97 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 50.7 0.0 51.4 51.2 Incr Delay (d2), s/veh 0.2 0.1 1.9 0.2 1.9 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 0.0 0.5 0.1 0.8 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.2 0.1 52.5 0.2 53.3 53.6 LnGrp LOS A A D A D D Approach Vol, veh/h 1465 1496 77 Approach Delay, s/veh 0.2 1.4 53.4 Approach LOS A A D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s8.4 92.0 100.4 9.6 Change Period (Y+Rc), s 5.1 * 5.8 5.8 5.1 Max Green Setting (Gmax), s9.9 * 71 85.2 13.9 Max Q Clear Time (g_c+I1), s3.1 2.0 2.0 3.8 Green Ext Time (p_c), s 0.0 7.5 8.2 0.1 Intersection Summary HCM 6th Ctrl Delay 2.2 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing AM 8: Main St & Oleander Ave 02/15/2022 Chula Vista Shinohara Synchro 10 Report Page 8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 61 1052 1104 21 14 111 Future Volume (veh/h) 61 1052 1104 21 14 111 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 72 1238 1299 25 16 131 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 22222 Cap, veh/h 92 4135 5580 107 183 163 Arrive On Green 0.10 1.00 0.72 0.72 0.10 0.10 Sat Flow, veh/h 1781 5274 8104 149 1781 1585 Grp Volume(v), veh/h 72 1238 1015 309 16 131 Grp Sat Flow(s),veh/h/ln1781 1702 1515 1838 1781 1585 Q Serve(g_s), s 4.3 0.0 6.2 6.2 0.9 8.9 Cycle Q Clear(g_c), s 4.3 0.0 6.2 6.2 0.9 8.9 Prop In Lane 1.00 0.08 1.00 1.00 Lane Grp Cap(c), veh/h 92 4135 4364 1323 183 163 V/C Ratio(X) 0.78 0.30 0.23 0.23 0.09 0.80 Avail Cap(c_a), veh/h 288 4135 4364 1323 547 487 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.95 0.95 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh48.7 0.0 5.2 5.2 44.7 48.3 Incr Delay (d2), s/veh 5.1 0.2 0.1 0.4 0.2 10.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.9 0.1 1.6 2.0 0.4 8.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.8 0.2 5.3 5.6 44.9 58.8 LnGrp LOS D A A A D E Approach Vol, veh/h 1310 1324 147 Approach Delay, s/veh 3.1 5.4 57.3 Approach LOS A A E Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 94.5 15.5 9.9 84.6 Change Period (Y+Rc), s 5.4 * 4.2 * 4.2 5.4 Max Green Setting (Gmax), s 66.6 * 34 * 18 44.6 Max Q Clear Time (g_c+I1), s 2.0 10.9 6.3 8.2 Green Ext Time (p_c), s 20.7 0.6 0.0 12.7 Intersection Summary HCM 6th Ctrl Delay 7.1 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing AM 9: Brandywine Ave & Main St 02/15/2022 Chula Vista Shinohara Synchro 10 Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 258 745 62 11 669 80 14 8 7 91 16 433 Future Volume (veh/h) 258 745 62 11 669 80 14 8 7 91 16 433 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 307 887 74 13 796 95 17 10 8 108 19 515 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 309 2259 674 21 1294 153 51 280 224 120 651 537 Arrive On Green 0.17 0.44 0.44 0.02 0.56 0.56 0.01 0.30 0.30 0.07 0.35 0.35 Sat Flow, veh/h 1781 5106 1523 1781 4610 546 3456 948 759 1781 1870 1543 Grp Volume(v), veh/h 307 887 74 13 586 305 17 0 18 108 19 515 Grp Sat Flow(s),veh/h/ln1781 1702 1523 1781 1702 1752 1728 0 1707 1781 1870 1543 Q Serve(g_s), s 18.9 12.9 3.1 0.8 12.7 12.9 0.5 0.0 0.8 6.6 0.7 35.9 Cycle Q Clear(g_c), s 18.9 12.9 3.1 0.8 12.7 12.9 0.5 0.0 0.8 6.6 0.7 35.9 Prop In Lane 1.00 1.00 1.00 0.31 1.00 0.44 1.00 1.00 Lane Grp Cap(c), veh/h 309 2259 674 21 956 492 51 0 505 120 651 537 V/C Ratio(X) 0.99 0.39 0.11 0.61 0.61 0.62 0.33 0.00 0.04 0.90 0.03 0.96 Avail Cap(c_a), veh/h 309 2259 674 65 956 492 126 0 574 120 687 567 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.98 0.98 0.98 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh45.4 20.7 18.0 53.4 20.1 20.2 53.7 0.0 27.6 50.9 23.6 35.1 Incr Delay (d2), s/veh 49.0 0.5 0.3 10.0 2.9 5.7 1.4 0.0 0.0 51.8 0.0 26.7 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/ln12.2 4.9 1.2 0.4 4.0 4.5 0.2 0.0 0.3 4.6 0.3 17.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 94.4 21.2 18.3 63.4 23.0 25.8 55.1 0.0 27.6 102.7 23.6 61.7 LnGrp LOS F C B E C C E A C F C E Approach Vol, veh/h 1268 904 35 642 Approach Delay, s/veh 38.7 24.5 40.9 67.5 Approach LOS D C D E Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.5 55.1 5.8 43.6 23.3 37.3 11.6 37.8 Change Period (Y+Rc), s* 4.2 * 6.4 * 4.2 5.3 * 4.2 * 6.4 * 4.2 5.3 Max Green Setting (Gmax), s* 4 * 42 * 4 40.4 * 19 * 26 * 7.4 37.0 Max Q Clear Time (g_c+I1), s2.8 14.9 2.5 37.9 20.9 14.9 8.6 2.8 Green Ext Time (p_c), s 0.0 13.1 0.0 0.4 0.0 6.9 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 40.7 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing AM 10: Auto Park Pl & Main St 02/15/2022 Chula Vista Shinohara Synchro 10 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 57 732 58 5 732 2 15 022116 Future Volume (veh/h) 57 732 58 5 732 2 15 022116 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 0.98 0.95 0.98 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 63 804 64 5 804 2 16 022118 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, % 2 22222222222 Cap, veh/h 81 3705 1114 9 3500 1051 234 0 203 250 11 194 Arrive On Green 0.09 1.00 1.00 0.01 1.00 1.00 0.13 0.00 0.13 0.13 0.13 0.13 Sat Flow, veh/h 1781 5106 1535 1781 5106 1534 1364 0 1506 1384 80 1442 Grp Volume(v), veh/h 63 804 64 5 804 2 16 022019 Grp Sat Flow(s),veh/h/ln1781 1702 1535 1781 1702 1534 1364 0 1506 1384 0 1522 Q Serve(g_s), s 3.8 0.0 0.0 0.3 0.0 0.0 1.1 0.0 0.1 0.1 0.0 1.2 Cycle Q Clear(g_c), s 3.8 0.0 0.0 0.3 0.0 0.0 2.3 0.0 0.1 0.3 0.0 1.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Lane Grp Cap(c), veh/h 81 3705 1114 9 3500 1051 234 0 203 250 0 205 V/C Ratio(X) 0.78 0.22 0.06 0.54 0.23 0.00 0.07 0.00 0.01 0.01 0.00 0.09 Avail Cap(c_a), veh/h 240 3705 1114 110 3500 1051 571 0 575 592 0 581 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 0.99 0.99 0.99 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh49.5 0.0 0.0 54.3 0.0 0.0 42.7 0.0 41.2 41.4 0.0 41.7 Incr Delay (d2), s/veh 5.8 0.1 0.1 17.2 0.2 0.0 0.1 0.0 0.0 0.0 0.0 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/ln1.7 0.0 0.0 0.2 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.2 0.1 0.1 71.5 0.2 0.0 42.9 0.0 41.3 41.4 0.0 41.9 LnGrp LOS E AAEAADADDAD Approach Vol, veh/h 931 811 18 21 Approach Delay, s/veh 3.9 0.6 42.7 41.8 Approach LOS A A D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s4.8 85.8 19.4 9.2 81.4 19.4 Change Period (Y+Rc), s* 4.2 * 6 4.6 * 4.2 * 6 4.6 Max Green Setting (Gmax), s* 6.8 * 46 42.0 * 15 * 38 42.0 Max Q Clear Time (g_c+I1), s2.3 2.0 3.2 5.8 2.0 4.3 Green Ext Time (p_c), s 0.0 12.5 0.1 0.0 11.1 0.0 Intersection Summary HCM 6th Ctrl Delay 3.2 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing PM 1: Brandywine Ave & Olympic Pkwy 02/15/2022 Chula Vista Shinohara Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 262 2190 65 134 1645 80 49 180 192 136 192 287 Future Volume (veh/h) 262 2190 65 134 1645 80 49 180 192 136 192 287 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 279 2330 69 143 1750 85 52 191 204 145 204 305 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, %222222222222 Cap, veh/h 295 3891 115 155 3501 1052 67 441 499 153 531 436 Arrive On Green 0.17 0.76 0.76 0.09 0.69 0.69 0.04 0.24 0.24 0.09 0.28 0.28 Sat Flow, veh/h 1781 5092 150 1781 5106 1534 1781 1870 1532 1781 1870 1537 Grp Volume(v), veh/h 279 1554 845 143 1750 85 52 191 204 145 204 305 Grp Sat Flow(s),veh/h/ln 1781 1702 1838 1781 1702 1534 1781 1870 1532 1781 1870 1537 Q Serve(g_s), s 21.7 27.7 28.1 11.2 22.9 2.6 4.1 12.2 14.6 11.3 12.3 24.8 Cycle Q Clear(g_c), s 21.7 27.7 28.1 11.2 22.9 2.6 4.1 12.2 14.6 11.3 12.3 24.8 Prop In Lane 1.00 0.08 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 295 2602 1404 155 3501 1052 67 441 499 153 531 436 V/C Ratio(X) 0.95 0.60 0.60 0.92 0.50 0.08 0.78 0.43 0.41 0.95 0.38 0.70 Avail Cap(c_a), veh/h 295 2602 1404 155 3501 1052 123 441 499 153 531 436 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.64 0.64 0.64 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.8 7.2 7.2 63.4 10.5 7.3 66.8 45.5 37.0 63.7 40.3 44.8 Incr Delay (d2), s/veh 37.7 1.0 1.9 49.3 0.5 0.2 4.6 2.0 1.6 57.2 2.1 9.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.6 8.1 9.2 7.1 7.7 0.9 1.9 5.9 5.7 7.5 5.9 10.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 95.5 8.2 9.1 112.7 11.0 7.5 71.4 47.5 38.6 120.9 42.4 53.8 LnGrp LOS F A A F B A E D D F D D Approach Vol, veh/h 2678 1978 447 654 Approach Delay, s/veh 17.6 18.2 46.2 65.1 Approach LOS B B D E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 16.4 114.5 9.5 45.1 27.4 103.5 16.2 38.4 Change Period (Y+Rc), s * 4.2 * 6.2 * 4.2 5.4 * 4.2 6.2 * 4.2 * 5.4 Max Green Setting (Gmax), s * 12 * 64 * 9.7 34.9 * 23 52.2 * 12 * 33 Max Q Clear Time (g_c+I1), s 13.2 30.1 6.1 26.8 23.7 24.9 13.3 16.6 Green Ext Time (p_c), s 0.0 32.1 0.0 1.4 0.0 23.1 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 25.4 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. HCM 6th Signalized Intersection Summary Existing PM 2: Brandywine Ave & Sequoia St 02/15/2022 Chula Vista Shinohara Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 28 22 41 11 28 12 358 46 34 294 41 Future Volume (veh/h) 20 28 22 41 11 28 12 358 46 34 294 41 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.96 1.00 0.95 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 22 30 24 45 12 30 13 389 50 37 320 45 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 268 358 259 442 127 259 14 515 414 45 455 64 Arrive On Green 0.51 0.51 0.51 0.51 0.51 0.51 0.01 0.28 0.28 0.03 0.29 0.29 Sat Flow, veh/h 397 701 507 715 249 508 1781 1870 1504 1781 1592 224 Grp Volume(v), veh/h 76 0 0 87 0 0 13 389 50 37 0 365 Grp Sat Flow(s),veh/h/ln1605 0 0 1472 0 0 1781 1870 1504 1781 0 1816 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.5 13.6 1.8 1.5 0.0 12.9 Cycle Q Clear(g_c), s 1.6 0.0 0.0 1.8 0.0 0.0 0.5 13.6 1.8 1.5 0.0 12.9 Prop In Lane 0.29 0.32 0.52 0.34 1.00 1.00 1.00 0.12 Lane Grp Cap(c), veh/h 885 0 0 828 0 0 14 515 414 45 0 519 V/C Ratio(X) 0.09 0.00 0.00 0.11 0.00 0.00 0.91 0.76 0.12 0.82 0.00 0.70 Avail Cap(c_a), veh/h 885 0 0 828 0 0 423 835 672 445 0 821 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 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 9.0 0.0 0.0 9.0 0.0 0.0 35.5 23.8 19.5 34.7 0.0 22.9 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.3 0.0 0.0 72.2 4.8 0.3 12.4 0.0 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.6 0.0 0.0 0.7 0.0 0.0 0.5 6.2 0.6 0.8 0.0 5.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.2 0.0 0.0 9.3 0.0 0.0 107.7 28.5 19.7 47.2 0.0 25.9 LnGrp LOS A AAAAAFCBDAC Approach Vol, veh/h 76 87 452 402 Approach Delay, s/veh 9.2 9.3 29.8 27.8 Approach LOS A A C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 41.6 4.6 25.5 41.6 5.3 24.7 Change Period (Y+Rc), s 5.0 4.0 5.0 5.0 3.5 5.0 Max Green Setting (Gmax), s 36.6 17.0 32.4 36.6 17.9 32.0 Max Q Clear Time (g_c+I1), s 3.6 2.5 14.9 3.8 3.5 15.6 Green Ext Time (p_c), s 0.4 0.0 3.2 0.5 0.0 4.1 Intersection Summary HCM 6th Ctrl Delay 25.7 HCM 6th LOS C HCM 6th TWSC Existing PM 4: Brandywine Ave & Shinohara Ln 02/15/2022 Chula Vista Shinohara Synchro 10 Report Page 4 Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 2 11 1 400 342 0 Future Vol, veh/h 2 11 1 400 342 0 Conflicting Peds, #/hr 10 10 10 0 0 10 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 2 22222 Mvmt Flow 2 11 1 412 353 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 581 197 363 0 - 0 Stage 1 363 ----- Stage 2 218 ----- Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 ----- Critical Hdwy Stg 2 5.84 ----- Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 445 811 1192 - - - Stage 1 674 ----- Stage 2 797 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 436 796 1181 - - - Mov Cap-2 Maneuver 525 ----- Stage 1 667 ----- Stage 2 789 ----- Approach EB NB SB HCM Control Delay, s 10 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1181 - 737 - - HCM Lane V/C Ratio 0.001 - 0.018 - - HCM Control Delay (s) 8.1 - 10 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.1 - - HCM 6th Signalized Intersection Summary Existing PM 5: Main St & I-805 SB Ramps 02/15/2022 Chula Vista Shinohara Synchro 10 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 967 551 676 965 00005760570 Future Volume (veh/h) 0 967 551 676 965 00005760570 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 997 568 697 995 0 594 0 588 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %022220 222 Cap, veh/h 0 1529 695 713 2481 0 1163 0 503 Arrive On Green 0.00 0.45 0.45 0.41 1.00 0.00 0.33 0.00 0.33 Sat Flow, veh/h 0 3572 1548 3456 3647 0 3563 0 1541 Grp Volume(v), veh/h 0 997 568 697 995 0 594 0 588 Grp Sat Flow(s),veh/h/ln 0 1702 1548 1728 1777 0 1781 0 1541 Q Serve(g_s), s 0.0 25.1 35.1 21.8 0.0 0.0 14.8 0.0 35.9 Cycle Q Clear(g_c), s 0.0 25.1 35.1 21.8 0.0 0.0 14.8 0.0 35.9 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1529 695 713 2481 0 1163 0 503 V/C Ratio(X) 0.00 0.65 0.82 0.98 0.40 0.00 0.51 0.00 1.17 Avail Cap(c_a), veh/h 0 1529 695 713 2481 0 1163 0 503 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.37 0.37 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 23.6 26.4 32.0 0.0 0.0 30.0 0.0 37.0 Incr Delay (d2), s/veh 0.0 2.2 10.3 15.5 0.2 0.0 0.4 0.0 95.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 10.0 14.1 8.1 0.1 0.0 6.2 0.0 26.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 25.8 36.7 47.5 0.2 0.0 30.3 0.0 132.8 LnGrp LOS A C D D A A C A F Approach Vol, veh/h 1565 1692 1182 Approach Delay, s/veh 29.7 19.7 81.3 Approach LOS C B F Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 27.4 55.6 41.0 83.0 Change Period (Y+Rc), s * 4.7 * 5.8 5.1 5.8 Max Green Setting (Gmax), s * 23 * 36 35.9 63.2 Max Q Clear Time (g_c+I1), s 23.8 37.1 37.9 2.0 Green Ext Time (p_c), s 0.0 0.0 0.0 5.0 Intersection Summary HCM 6th Ctrl Delay 39.6 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing PM 6: I-805 NB Ramps & Main St 02/15/2022 Chula Vista Shinohara Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 497 1056 0 0 1160 798 451 4 565 0 0 0 Future Volume (veh/h) 497 1056 0 0 1160 798 451 4 565 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.95 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 512 1089 0 0 1196 823 465 4 582 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 20022222 Cap, veh/h 529 2196 0 0 1421 737 500 4 766 Arrive On Green 0.59 1.00 0.00 0.00 0.56 0.56 0.28 0.28 0.28 Sat Flow, veh/h 1781 3647 0 0 5274 2648 1767 15 2706 Grp Volume(v), veh/h 512 1089 0 0 1196 823 469 0 582 Grp Sat Flow(s),veh/h/ln1781 1777 0 0 1702 1324 1782 0 1353 Q Serve(g_s), s 30.2 0.0 0.0 0.0 21.5 30.6 28.2 0.0 21.6 Cycle Q Clear(g_c), s 30.2 0.0 0.0 0.0 21.5 30.6 28.2 0.0 21.6 Prop In Lane 1.00 0.00 0.00 1.00 0.99 1.00 Lane Grp Cap(c), veh/h 529 2196 0 0 1421 737 504 0 766 V/C Ratio(X) 0.97 0.50 0.00 0.00 0.84 1.12 0.93 0.00 0.76 Avail Cap(c_a), veh/h 555 2196 0 0 1421 737 517 0 785 HCM Platoon Ratio 2.00 2.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.36 0.36 0.00 0.00 0.89 0.89 1.00 0.00 1.00 Uniform Delay (d), s/veh21.9 0.0 0.0 0.0 22.4 24.4 38.4 0.0 36.0 Incr Delay (d2), s/veh 15.7 0.3 0.0 0.0 5.6 68.4 23.3 0.0 4.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln9.2 0.1 0.0 0.0 6.0 12.3 15.1 0.0 7.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.6 0.3 0.0 0.0 27.9 92.8 61.6 0.0 40.3 LnGrp LOS D A A A C F E A D Approach Vol, veh/h 1601 2019 1051 Approach Delay, s/veh 12.2 54.3 49.8 Approach LOS B D D Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 73.8 37.3 36.4 36.2 Change Period (Y+Rc), s * 5.8 * 4.7 5.8 5.1 Max Green Setting (Gmax), s * 68 * 34 28.2 31.9 Max Q Clear Time (g_c+I1), s 2.0 32.2 32.6 30.2 Green Ext Time (p_c), s 5.7 0.4 0.0 1.0 Intersection Summary HCM 6th Ctrl Delay 38.9 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing PM 7: Main Ct & Main St 02/15/2022 Chula Vista Shinohara Synchro 10 Report Page 7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1193 321 73 1504 308 97 Future Volume (veh/h) 1193 321 73 1504 308 97 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 0.97 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1269 341 78 1600 328 103 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222 Cap, veh/h 3527 1254 143 3974 424 194 Arrive On Green 1.00 1.00 0.08 1.00 0.12 0.12 Sat Flow, veh/h 5274 1534 3456 5274 3456 1585 Grp Volume(v), veh/h 1269 341 78 1600 328 103 Grp Sat Flow(s),veh/h/ln1702 1534 1728 1702 1728 1585 Q Serve(g_s), s 0.0 0.0 2.4 0.0 10.1 6.7 Cycle Q Clear(g_c), s 0.0 0.0 2.4 0.0 10.1 6.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h3527 1254 143 3974 424 194 V/C Ratio(X) 0.36 0.27 0.55 0.40 0.77 0.53 Avail Cap(c_a), veh/h 3527 1254 311 3974 845 388 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.82 0.82 0.96 0.96 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 49.5 0.0 46.8 45.3 Incr Delay (d2), s/veh 0.2 0.4 3.1 0.3 3.1 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 0.2 1.0 0.1 4.6 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.2 0.4 52.6 0.3 49.8 47.5 LnGrp LOS A A D A D D Approach Vol, veh/h 1610 1678 431 Approach Delay, s/veh 0.3 2.7 49.3 Approach LOS A A D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s9.6 81.8 91.4 18.6 Change Period (Y+Rc), s 5.1 * 5.8 5.8 5.1 Max Green Setting (Gmax), s9.9 * 58 72.2 26.9 Max Q Clear Time (g_c+I1), s4.4 2.0 2.0 12.1 Green Ext Time (p_c), s 0.1 7.5 9.5 1.4 Intersection Summary HCM 6th Ctrl Delay 7.1 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing PM 8: Main St & Oleander Ave 02/15/2022 Chula Vista Shinohara Synchro 10 Report Page 8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 101 1179 1481 18 11 81 Future Volume (veh/h) 101 1179 1481 18 11 81 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 111 1296 1627 20 12 89 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 22222 Cap, veh/h 136 4288 5665 70 130 116 Arrive On Green 0.15 1.00 0.73 0.73 0.07 0.07 Sat Flow, veh/h 1781 5274 8169 96 1781 1585 Grp Volume(v), veh/h 111 1296 1262 385 12 89 Grp Sat Flow(s),veh/h/ln1781 1702 1515 1849 1781 1585 Q Serve(g_s), s 6.6 0.0 8.0 8.0 0.7 6.1 Cycle Q Clear(g_c), s 6.6 0.0 8.0 8.0 0.7 6.1 Prop In Lane 1.00 0.05 1.00 1.00 Lane Grp Cap(c), veh/h 136 4288 4394 1341 130 116 V/C Ratio(X) 0.81 0.30 0.29 0.29 0.09 0.77 Avail Cap(c_a), veh/h 321 4288 4394 1341 499 444 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.93 0.93 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh45.8 0.0 5.3 5.3 47.6 50.1 Incr Delay (d2), s/veh 4.1 0.2 0.2 0.5 0.4 12.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.8 0.1 2.0 2.6 0.3 5.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.9 0.2 5.4 5.8 48.0 62.2 LnGrp LOS D A A A D E Approach Vol, veh/h 1407 1647 101 Approach Delay, s/veh 4.1 5.5 60.5 Approach LOS A A E Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 97.8 12.2 12.6 85.2 Change Period (Y+Rc), s 5.4 * 4.2 * 4.2 5.4 Max Green Setting (Gmax), s 69.6 * 31 * 20 45.6 Max Q Clear Time (g_c+I1), s 2.0 8.1 8.6 10.0 Green Ext Time (p_c), s 22.6 0.3 0.1 16.9 Intersection Summary HCM 6th Ctrl Delay 6.6 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing PM 9: Brandywine Ave & Main St 02/15/2022 Chula Vista Shinohara Synchro 10 Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 334 783 75 16 955 65 92 19 19 82 6 480 Future Volume (veh/h) 334 783 75 16 955 65 92 19 19 82 6 480 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 348 816 78 17 995 68 96 20 20 85 6 500 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 337 2156 642 26 1207 82 149 277 277 94 631 520 Arrive On Green 0.19 0.42 0.42 0.03 0.50 0.50 0.04 0.33 0.33 0.05 0.34 0.34 Sat Flow, veh/h 1781 5106 1521 1781 4869 332 3456 845 845 1781 1870 1542 Grp Volume(v), veh/h 348 816 78 17 695 368 96 0 40 85 6 500 Grp Sat Flow(s),veh/h/ln1781 1702 1521 1781 1702 1797 1728 0 1690 1781 1870 1542 Q Serve(g_s), s 20.8 12.1 3.4 1.0 19.1 19.2 3.0 0.0 1.8 5.2 0.2 35.0 Cycle Q Clear(g_c), s 20.8 12.1 3.4 1.0 19.1 19.2 3.0 0.0 1.8 5.2 0.2 35.0 Prop In Lane 1.00 1.00 1.00 0.18 1.00 0.50 1.00 1.00 Lane Grp Cap(c), veh/h 337 2156 642 26 844 446 149 0 554 94 631 520 V/C Ratio(X) 1.03 0.38 0.12 0.65 0.82 0.83 0.64 0.00 0.07 0.90 0.01 0.96 Avail Cap(c_a), veh/h 337 2156 642 86 844 446 163 0 568 94 639 527 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.96 0.96 0.96 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh44.6 21.8 19.3 53.1 25.7 25.7 51.8 0.0 25.5 51.8 24.2 35.8 Incr Delay (d2), s/veh 57.9 0.5 0.4 9.2 8.6 15.4 5.1 0.0 0.0 61.7 0.0 29.2 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/ln14.2 4.7 1.3 0.5 6.2 7.4 1.4 0.0 0.7 3.9 0.1 17.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 102.5 22.4 19.7 62.3 34.3 41.1 56.9 0.0 25.5 113.5 24.2 65.0 LnGrp LOS F C B E C D E A C F C E Approach Vol, veh/h 1242 1080 136 591 Approach Delay, s/veh 44.6 37.1 47.7 71.6 Approach LOS D D D E Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.8 52.8 8.9 42.4 25.0 33.7 10.0 41.3 Change Period (Y+Rc), s* 4.2 * 6.4 * 4.2 5.3 * 4.2 * 6.4 * 4.2 5.3 Max Green Setting (Gmax), s* 5.3 * 42 * 5.2 37.6 * 21 * 26 * 5.8 37.0 Max Q Clear Time (g_c+I1), s3.0 14.1 5.0 37.0 22.8 21.2 7.2 3.8 Green Ext Time (p_c), s 0.0 12.4 0.0 0.1 0.0 3.9 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 47.3 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing PM 10: Auto Park Pl & Main St 02/15/2022 Chula Vista Shinohara Synchro 10 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 82 748 40 10 941 9 45 1 15 8 1 76 Future Volume (veh/h) 82 748 40 10 941 9 45 1 15 8 1 76 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 0.99 0.96 0.98 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 89 813 43 11 1023 10 49 1 16 9 1 83 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 112 3464 1040 18 3197 959 232 16 256 295 3 266 Arrive On Green 0.13 1.00 1.00 0.00 0.21 0.21 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1781 5106 1533 1781 5106 1532 1297 90 1447 1373 18 1506 Grp Volume(v), veh/h 89 813 43 11 1023 10 49 0 17 9 0 84 Grp Sat Flow(s),veh/h/ln1781 1702 1533 1781 1702 1532 1297 0 1537 1373 0 1524 Q Serve(g_s), s 5.3 0.0 0.0 0.7 18.7 0.6 3.8 0.0 1.0 0.6 0.0 5.3 Cycle Q Clear(g_c), s 5.3 0.0 0.0 0.7 18.7 0.6 9.0 0.0 1.0 1.6 0.0 5.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.94 1.00 0.99 Lane Grp Cap(c), veh/h 112 3464 1040 18 3197 959 232 0 272 295 0 269 V/C Ratio(X) 0.80 0.23 0.04 0.59 0.32 0.01 0.21 0.00 0.06 0.03 0.00 0.31 Avail Cap(c_a), veh/h 240 3464 1040 78 3197 959 498 0 587 577 0 582 HCM Platoon Ratio 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 0.97 0.98 0.98 0.98 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh47.4 0.0 0.0 54.6 23.7 16.5 43.4 0.0 37.7 38.4 0.0 39.5 Incr Delay (d2), s/veh 4.7 0.2 0.1 10.6 0.3 0.0 0.4 0.0 0.1 0.0 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.3 0.0 0.0 0.3 8.5 0.2 1.2 0.0 0.4 0.2 0.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.1 0.2 0.1 65.2 24.0 16.6 43.8 0.0 37.8 38.4 0.0 40.1 LnGrp LOS D A A E C B D A D D A D Approach Vol, veh/h 945 1044 66 93 Approach Delay, s/veh 5.0 24.4 42.3 39.9 Approach LOS A C D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.3 80.6 24.0 11.1 74.9 24.0 Change Period (Y+Rc), s* 4.2 * 6 4.6 * 4.2 * 6 4.6 Max Green Setting (Gmax), s* 4.8 * 48 42.0 * 15 * 38 42.0 Max Q Clear Time (g_c+I1), s2.7 2.0 7.3 7.3 20.7 11.0 Green Ext Time (p_c), s 0.0 12.5 0.5 0.0 10.0 0.2 Intersection Summary HCM 6th Ctrl Delay 17.1 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\Appendix.3408.doc APPENDIX E EXISTING + PROJECT PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS HCM 6th Signalized Intersection Summary Existing + Project at 5 per KSF AM 1: Brandywine Ave & Olympic Pkwy 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 192 1188 47 94 1921 90 56 104 116 62 117 245 Future Volume (veh/h) 192 1188 47 94 1921 90 56 104 116 62 117 245 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.96 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 204 1264 50 100 2044 96 60 111 123 66 124 261 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, %555555555555 Cap, veh/h 225 2601 103 121 2340 698 76 402 436 83 409 335 Arrive On Green 0.13 0.53 0.53 0.07 0.47 0.47 0.04 0.22 0.22 0.05 0.22 0.22 Sat Flow, veh/h 1739 4911 194 1739 4985 1488 1739 1826 1493 1739 1826 1493 Grp Volume(v), veh/h 204 855 459 100 2044 96 60 111 123 66 124 261 Grp Sat Flow(s),veh/h/ln 1739 1662 1782 1739 1662 1488 1739 1826 1493 1739 1826 1493 Q Serve(g_s), s 17.4 24.4 24.5 8.5 55.3 5.5 5.1 7.6 9.6 5.6 8.5 24.6 Cycle Q Clear(g_c), s 17.4 24.4 24.5 8.5 55.3 5.5 5.1 7.6 9.6 5.6 8.5 24.6 Prop In Lane 1.00 0.11 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 225 1760 944 121 2340 698 76 402 436 83 409 335 V/C Ratio(X) 0.90 0.49 0.49 0.83 0.87 0.14 0.79 0.28 0.28 0.80 0.30 0.78 Avail Cap(c_a), veh/h 254 1760 944 157 2340 698 97 402 436 102 409 335 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.4 22.3 22.3 68.9 35.8 22.6 71.0 48.6 41.3 70.7 48.4 54.7 Incr Delay (d2), s/veh 30.0 1.0 1.8 22.6 4.9 0.4 21.1 1.7 1.6 23.6 1.9 16.4 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 9.4 9.3 10.2 4.5 22.2 2.0 2.7 3.7 3.7 3.0 4.1 10.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 94.3 23.3 24.1 91.6 40.7 23.0 92.1 50.3 42.9 94.3 50.4 71.1 LnGrp LOS F C C F D C F D D F D E Approach Vol, veh/h 1518 2240 294 451 Approach Delay, s/veh 33.1 42.2 55.7 68.8 Approach LOS C D E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.6 85.7 10.7 39.0 23.6 76.6 11.4 38.4 Change Period (Y+Rc), s * 4.2 * 6.2 * 4.2 5.4 * 4.2 6.2 * 4.2 * 5.4 Max Green Setting (Gmax), s * 14 * 76 * 8.4 33.0 * 22 66.7 * 8.8 * 33 Max Q Clear Time (g_c+I1), s 10.5 26.5 7.1 26.6 19.4 57.3 7.6 11.6 Green Ext Time (p_c), s 0.0 25.9 0.0 0.9 0.1 9.0 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 42.7 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. HCM 6th Signalized Intersection Summary Existing + Project at 5 per KSF AM 2: Brandywine Ave & Sequoia St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 18 35 34 29 28 55 220 10 16 406 52 Future Volume (veh/h) 50 18 35 34 29 28 55 220 10 16 406 52 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 0.98 0.93 0.98 0.93 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 68 25 48 47 40 38 75 301 14 22 556 71 Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Percent Heavy Veh, % 5 55555555555 Cap, veh/h 189 72 87 156 115 81 135 1008 824 81 810 103 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.08 0.55 0.55 0.05 0.51 0.51 Sat Flow, veh/h 575 429 518 416 684 481 1739 1826 1492 1739 1579 202 Grp Volume(v), veh/h 141 0 0 125 0 0 75 301 14 22 0 627 Grp Sat Flow(s),veh/h/ln1522 0 0 1582 0 0 1739 1826 1492 1739 0 1781 Q Serve(g_s), s 0.6 0.0 0.0 0.0 0.0 0.0 2.4 5.1 0.2 0.7 0.0 15.3 Cycle Q Clear(g_c), s 4.4 0.0 0.0 3.8 0.0 0.0 2.4 5.1 0.2 0.7 0.0 15.3 Prop In Lane 0.48 0.34 0.38 0.30 1.00 1.00 1.00 0.11 Lane Grp Cap(c), veh/h 348 0 0 352 0 0 135 1008 824 81 0 913 V/C Ratio(X) 0.41 0.00 0.00 0.36 0.00 0.00 0.56 0.30 0.02 0.27 0.00 0.69 Avail Cap(c_a), veh/h 995 0 0 1030 0 0 510 1008 824 537 0 995 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 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh21.9 0.0 0.0 21.6 0.0 0.0 25.8 7.0 5.9 26.7 0.0 10.6 Incr Delay (d2), s/veh 0.8 0.0 0.0 0.6 0.0 0.0 2.7 0.8 0.0 0.7 0.0 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.7 0.0 0.0 1.5 0.0 0.0 1.0 1.7 0.1 0.3 0.0 5.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.6 0.0 0.0 22.3 0.0 0.0 28.4 7.7 5.9 27.3 0.0 12.9 LnGrp LOS C A A C A A C A A C A B Approach Vol, veh/h 141 125 390 649 Approach Delay, s/veh 22.6 22.3 11.6 13.4 Approach LOS C C B B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 14.8 8.5 34.7 14.8 6.2 37.0 Change Period (Y+Rc), s 5.0 4.0 5.0 5.0 3.5 5.0 Max Green Setting (Gmax), s 36.6 17.0 32.4 36.6 17.9 32.0 Max Q Clear Time (g_c+I1), s 6.4 4.4 17.3 5.8 2.7 7.1 Green Ext Time (p_c), s 0.9 0.1 5.7 0.7 0.0 3.4 Intersection Summary HCM 6th Ctrl Delay 14.7 HCM 6th LOS B HCM 6th AWSC Existing + Project at 5 per KSF AM 3: Drwy & Project Drwy/Shinohara Ln 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 3 Intersection Intersection Delay, s/veh 7.6 Intersection LOS A Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 39 0 5 104 0 2 Future Vol, veh/h 39 0 5 104 0 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 5 55555 Mvmt Flow 42 0 5 113 0 2 Number of Lanes 1 00110 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 1 Conflicting Approach RightNB WB Conflicting Lanes Right 1 0 1 HCM Control Delay 7.3 7.7 6.7 HCM LOS A A A Lane NBLn1EBLn1WBLn1 Vol Left, % 0% 0% 5% Vol Thru, % 0% 100% 95% Vol Right, % 100% 0% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 2 39 109 LT Vol 0 0 5 Through Vol 0 39 104 RT Vol 2 0 0 Lane Flow Rate 2 42 118 Geometry Grp 1 1 1 Degree of Util (X) 0.002 0.048 0.133 Departure Headway (Hd) 3.66 4.077 4.03 Convergence, Y/N Yes Yes Yes Cap 964 879 893 Service Time 1.733 2.1 2.038 HCM Lane V/C Ratio 0.002 0.048 0.132 HCM Control Delay 6.7 7.3 7.7 HCM Lane LOS A A A HCM 95th-tile Q 0 0.2 0.5 HCM 6th TWSC Existing + Project at 5 per KSF AM 4: Brandywine Ave & Shinohara Ln 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 4 Intersection Int Delay, s/veh 1.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 8 33 88 187 265 21 Future Vol, veh/h 8 33 88 187 265 21 Conflicting Peds, #/hr 10 10 10 0 0 10 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 5 55555 Mvmt Flow 24 100 99 567 804 24 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1318 434 838 0 - 0 Stage 1 826 ----- Stage 2 492 ----- Critical Hdwy 6.9 7 4.2 - - - Critical Hdwy Stg 1 5.9 ----- Critical Hdwy Stg 2 5.9 ----- Follow-up Hdwy 3.55 3.35 2.25 - - - Pot Cap-1 Maneuver 145 562 773 - - - Stage 1 383 ----- Stage 2 571 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 124 551 766 - - - Mov Cap-2 Maneuver 241 ----- Stage 1 330 ----- Stage 2 565 ----- Approach EB NB SB HCM Control Delay, s 16.4 1.5 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 766 - 440 - - HCM Lane V/C Ratio 0.129 - 0.283 - - HCM Control Delay (s) 10.4 - 16.4 - - HCM Lane LOS B - C - - HCM 95th %tile Q(veh) 0.4 - 1.1 - - HCM 6th Signalized Intersection Summary Existing + Project at 5 per KSF AM 5: Main St & I-805 SB Ramps 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 736 311 282 543 00005570378 Future Volume (veh/h) 0 736 311 282 543 00005570378 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1826 1826 1826 1826 0 1826 1826 1826 Adj Flow Rate, veh/h 0 818 346 313 603 0 619 0 420 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %055550 555 Cap, veh/h 0 1494 628 376 2053 0 1075 0 465 Arrive On Green 0.00 0.44 0.44 0.22 1.00 0.00 0.31 0.00 0.31 Sat Flow, veh/h 0 3579 1435 3374 3561 0 3478 0 1503 Grp Volume(v), veh/h 0 796 368 313 603 0 619 0 420 Grp Sat Flow(s),veh/h/ln 0 1662 1526 1687 1735 0 1739 0 1503 Q Serve(g_s), s 0.0 19.5 19.7 9.7 0.0 0.0 16.5 0.0 29.5 Cycle Q Clear(g_c), s 0.0 19.5 19.7 9.7 0.0 0.0 16.5 0.0 29.5 Prop In Lane 0.00 0.94 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1454 668 376 2053 0 1075 0 465 V/C Ratio(X) 0.00 0.55 0.55 0.83 0.29 0.00 0.58 0.00 0.90 Avail Cap(c_a), veh/h 0 1454 668 531 2053 0 1230 0 532 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.88 0.88 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 22.9 22.9 41.8 0.0 0.0 31.9 0.0 36.4 Incr Delay (d2), s/veh 0.0 1.5 3.3 6.8 0.3 0.0 0.5 0.0 17.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 7.6 7.3 3.9 0.1 0.0 6.8 0.0 12.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 24.4 26.2 48.6 0.3 0.0 32.4 0.0 53.8 LnGrp LOS A C C D A A C A D Approach Vol, veh/h 1164 916 1039 Approach Delay, s/veh 24.9 16.8 41.1 Approach LOS C B D Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 17.0 53.9 39.1 70.9 Change Period (Y+Rc), s * 4.7 * 5.8 5.1 5.8 Max Green Setting (Gmax), s * 17 * 39 38.9 60.2 Max Q Clear Time (g_c+I1), s 11.7 21.7 31.5 2.0 Green Ext Time (p_c), s 0.5 4.9 2.5 2.7 Intersection Summary HCM 6th Ctrl Delay 27.9 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 5 per KSF AM 6: I-805 NB Ramps & Main St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 466 837 0 0 523 524 292 4 338 0 0 0 Future Volume (veh/h) 466 837 0 0 523 524 292 4 338 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.95 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1826 1826 0 0 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 536 962 0 0 601 602 336 5 389 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 5 50055555 Cap, veh/h 556 2335 0 0 1547 805 391 6 600 Arrive On Green 0.64 1.00 0.00 0.00 0.52 0.52 0.23 0.23 0.23 Sat Flow, veh/h 1739 3561 0 0 5149 2594 1715 26 2630 Grp Volume(v), veh/h 536 962 0 0 601 602 341 0 389 Grp Sat Flow(s),veh/h/ln1739 1735 0 0 1662 1297 1740 0 1315 Q Serve(g_s), s 31.8 0.0 0.0 0.0 8.0 20.1 20.7 0.0 14.7 Cycle Q Clear(g_c), s 31.8 0.0 0.0 0.0 8.0 20.1 20.7 0.0 14.7 Prop In Lane 1.00 0.00 0.00 1.00 0.99 1.00 Lane Grp Cap(c), veh/h 556 2335 0 0 1547 805 397 0 600 V/C Ratio(X) 0.96 0.41 0.00 0.00 0.39 0.75 0.86 0.00 0.65 Avail Cap(c_a), veh/h 700 2335 0 0 1547 805 489 0 739 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I) 0.80 0.80 0.00 0.00 0.94 0.94 1.00 0.00 1.00 Uniform Delay (d), s/veh19.2 0.0 0.0 0.0 20.2 23.1 40.8 0.0 38.5 Incr Delay (d2), s/veh 19.6 0.4 0.0 0.0 0.7 5.9 12.2 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln9.1 0.1 0.0 0.0 2.8 5.1 9.9 0.0 4.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.8 0.4 0.0 0.0 20.9 29.1 53.0 0.0 39.9 LnGrp LOS D A A A C C D A D Approach Vol, veh/h 1498 1203 730 Approach Delay, s/veh 14.2 25.0 46.0 Approach LOS B C D Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 79.8 39.9 39.9 30.2 Change Period (Y+Rc), s * 5.8 * 4.7 5.8 5.1 Max Green Setting (Gmax), s * 69 * 44 19.2 30.9 Max Q Clear Time (g_c+I1), s 2.0 33.8 22.1 22.7 Green Ext Time (p_c), s 4.8 1.4 0.0 2.4 Intersection Summary HCM 6th Ctrl Delay 24.7 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 5 per KSF AM 7: Main Ct & Main St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1183 90 29 1234 48 16 Future Volume (veh/h) 1183 90 29 1234 48 16 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 0.97 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 1425 108 35 1487 67 22 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 5 55555 Cap, veh/h 3899 1239 101 4279 143 66 Arrive On Green 1.00 1.00 0.06 1.00 0.04 0.04 Sat Flow, veh/h 5149 1499 3374 5149 3374 1547 Grp Volume(v), veh/h 1425 108 35 1487 67 22 Grp Sat Flow(s),veh/h/ln1662 1499 1687 1662 1687 1547 Q Serve(g_s), s 0.0 0.0 1.1 0.0 2.1 1.5 Cycle Q Clear(g_c), s 0.0 0.0 1.1 0.0 2.1 1.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h3899 1239 101 4279 143 66 V/C Ratio(X) 0.37 0.09 0.35 0.35 0.47 0.33 Avail Cap(c_a), veh/h 3899 1239 304 4279 426 196 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.90 0.90 0.97 0.97 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 50.7 0.0 51.5 51.2 Incr Delay (d2), s/veh 0.2 0.1 2.0 0.2 2.4 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 0.0 0.5 0.1 1.0 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.2 0.1 52.7 0.2 53.8 54.1 LnGrp LOS A A D A D D Approach Vol, veh/h 1533 1522 89 Approach Delay, s/veh 0.2 1.4 53.9 Approach LOS A A D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s8.4 91.8 100.2 9.8 Change Period (Y+Rc), s 5.1 * 5.8 5.8 5.1 Max Green Setting (Gmax), s9.9 * 71 85.2 13.9 Max Q Clear Time (g_c+I1), s3.1 2.0 2.0 4.1 Green Ext Time (p_c), s 0.0 8.2 8.5 0.1 Intersection Summary HCM 6th Ctrl Delay 2.3 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 5 per KSF AM 8: Main St & Oleander Ave 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 61 1109 1125 25 25 111 Future Volume (veh/h) 61 1109 1125 25 25 111 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 72 1305 1324 29 29 131 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 5 55555 Cap, veh/h 91 4023 5403 118 184 163 Arrive On Green 0.10 1.00 0.72 0.72 0.11 0.11 Sat Flow, veh/h 1739 5149 7888 165 1739 1547 Grp Volume(v), veh/h 72 1305 1038 315 29 131 Grp Sat Flow(s),veh/h/ln1739 1662 1479 1790 1739 1547 Q Serve(g_s), s 4.4 0.0 6.6 6.7 1.7 9.1 Cycle Q Clear(g_c), s 4.4 0.0 6.6 6.7 1.7 9.1 Prop In Lane 1.00 0.09 1.00 1.00 Lane Grp Cap(c), veh/h 91 4023 4238 1282 184 163 V/C Ratio(X) 0.79 0.32 0.24 0.25 0.16 0.80 Avail Cap(c_a), veh/h 281 4023 4238 1282 534 475 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.94 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh48.6 0.0 5.4 5.4 44.7 48.1 Incr Delay (d2), s/veh 5.3 0.2 0.1 0.5 0.5 10.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.9 0.1 1.6 2.1 0.8 8.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.9 0.2 5.5 5.8 45.2 58.5 LnGrp LOS D A A A D E Approach Vol, veh/h 1377 1353 160 Approach Delay, s/veh 3.0 5.6 56.1 Approach LOS A A E Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 94.2 15.8 10.0 84.2 Change Period (Y+Rc), s 5.4 * 4.2 * 4.2 5.4 Max Green Setting (Gmax), s 66.6 * 34 * 18 44.6 Max Q Clear Time (g_c+I1), s 2.0 11.1 6.4 8.7 Green Ext Time (p_c), s 22.6 0.6 0.0 13.1 Intersection Summary HCM 6th Ctrl Delay 7.1 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 5 per KSF AM 9: Brandywine Ave & Main St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 326 745 62 11 669 95 14 8 7 97 16 458 Future Volume (veh/h) 326 745 62 11 669 95 14 8 7 97 16 458 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 388 887 74 13 796 113 17 10 8 115 19 545 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 5 55555555555 Cap, veh/h 302 2110 629 21 1150 162 50 291 233 117 671 554 Arrive On Green 0.17 0.42 0.42 0.02 0.52 0.52 0.01 0.31 0.31 0.07 0.37 0.37 Sat Flow, veh/h 1739 4985 1485 1739 4395 619 3374 926 741 1739 1826 1507 Grp Volume(v), veh/h 388 887 74 13 600 309 17 0 18 115 19 545 Grp Sat Flow(s),veh/h/ln1739 1662 1485 1739 1662 1691 1687 0 1667 1739 1826 1507 Q Serve(g_s), s 19.1 13.7 3.3 0.8 14.8 15.1 0.5 0.0 0.8 7.3 0.7 39.4 Cycle Q Clear(g_c), s 19.1 13.7 3.3 0.8 14.8 15.1 0.5 0.0 0.8 7.3 0.7 39.4 Prop In Lane 1.00 1.00 1.00 0.37 1.00 0.44 1.00 1.00 Lane Grp Cap(c), veh/h 302 2110 629 21 869 442 50 0 525 117 671 554 V/C Ratio(X) 1.29 0.42 0.12 0.63 0.69 0.70 0.34 0.00 0.03 0.98 0.03 0.98 Avail Cap(c_a), veh/h 302 2110 629 63 869 442 123 0 561 117 671 554 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.98 0.98 0.98 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh45.5 22.2 19.2 53.4 22.9 23.0 53.7 0.0 26.1 51.2 22.3 34.5 Incr Delay (d2), s/veh 151.1 0.6 0.4 10.8 4.4 8.7 1.5 0.0 0.0 77.5 0.0 34.1 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/ln20.6 5.2 1.2 0.4 4.6 5.3 0.2 0.0 0.3 5.6 0.3 19.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 196.5 22.9 19.6 64.2 27.3 31.6 55.2 0.0 26.1 128.7 22.3 68.6 LnGrp LOS F C B E C C E A C F C E Approach Vol, veh/h 1349 922 35 679 Approach Delay, s/veh 72.6 29.3 40.2 77.5 Approach LOS E C D E Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.5 53.0 5.8 45.7 23.3 35.2 11.6 39.9 Change Period (Y+Rc), s* 4.2 * 6.4 * 4.2 5.3 * 4.2 * 6.4 * 4.2 5.3 Max Green Setting (Gmax), s* 4 * 42 * 4 40.4 * 19 * 26 * 7.4 37.0 Max Q Clear Time (g_c+I1), s2.8 15.7 2.5 41.4 21.1 17.1 9.3 2.8 Green Ext Time (p_c), s 0.0 12.9 0.0 0.0 0.0 5.9 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 60.0 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 5 per KSF AM 10: Auto Park Pl & Main St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 57 738 58 5 747 2 15 022116 Future Volume (veh/h) 57 738 58 5 747 2 15 022116 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 0.98 0.95 0.98 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 63 811 64 5 821 2 16 022118 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, % 5 55555555555 Cap, veh/h 80 3617 1087 9 3413 1025 230 0 198 246 11 190 Arrive On Green 0.09 1.00 1.00 0.01 1.00 1.00 0.13 0.00 0.13 0.13 0.13 0.13 Sat Flow, veh/h 1739 4985 1498 1739 4985 1497 1332 0 1470 1351 78 1407 Grp Volume(v), veh/h 63 811 64 5 821 2 16 022019 Grp Sat Flow(s),veh/h/ln1739 1662 1498 1739 1662 1497 1332 0 1470 1351 0 1486 Q Serve(g_s), s 3.9 0.0 0.0 0.3 0.0 0.0 1.2 0.0 0.1 0.1 0.0 1.2 Cycle Q Clear(g_c), s 3.9 0.0 0.0 0.3 0.0 0.0 2.4 0.0 0.1 0.3 0.0 1.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Lane Grp Cap(c), veh/h 80 3617 1087 9 3413 1025 230 0 198 246 0 200 V/C Ratio(X) 0.79 0.22 0.06 0.56 0.24 0.00 0.07 0.00 0.01 0.01 0.00 0.09 Avail Cap(c_a), veh/h 234 3617 1087 107 3413 1025 559 0 561 580 0 567 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.95 0.95 0.95 0.99 0.99 0.99 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh49.4 0.0 0.0 54.3 0.0 0.0 42.8 0.0 41.2 41.4 0.0 41.7 Incr Delay (d2), s/veh 5.9 0.1 0.1 18.4 0.2 0.0 0.1 0.0 0.0 0.0 0.0 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/ln1.7 0.0 0.0 0.2 0.1 0.0 0.4 0.0 0.0 0.0 0.0 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.4 0.1 0.1 72.8 0.2 0.0 42.9 0.0 41.3 41.4 0.0 41.9 LnGrp LOS E AAEAADADDAD Approach Vol, veh/h 938 828 18 21 Approach Delay, s/veh 3.8 0.6 42.7 41.9 Approach LOS A A D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s4.8 85.8 19.4 9.3 81.3 19.4 Change Period (Y+Rc), s* 4.2 * 6 4.6 * 4.2 * 6 4.6 Max Green Setting (Gmax), s* 6.8 * 46 42.0 * 15 * 38 42.0 Max Q Clear Time (g_c+I1), s2.3 2.0 3.2 5.9 2.0 4.4 Green Ext Time (p_c), s 0.0 12.6 0.1 0.0 11.4 0.0 Intersection Summary HCM 6th Ctrl Delay 3.2 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 5 per KSF PM 1: Brandywine Ave & Olympic Pkwy 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 262 2190 65 143 1645 80 49 185 207 136 195 287 Future Volume (veh/h) 262 2190 65 143 1645 80 49 185 207 136 195 287 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 279 2330 69 152 1750 85 52 197 220 145 207 305 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, %555555555555 Cap, veh/h 288 3799 112 152 3418 1027 66 430 487 149 517 425 Arrive On Green 0.17 0.76 0.76 0.09 0.69 0.69 0.04 0.24 0.24 0.09 0.28 0.28 Sat Flow, veh/h 1739 4971 146 1739 4985 1497 1739 1826 1495 1739 1826 1501 Grp Volume(v), veh/h 279 1554 845 152 1750 85 52 197 220 145 207 305 Grp Sat Flow(s),veh/h/ln 1739 1662 1794 1739 1662 1497 1739 1826 1495 1739 1826 1501 Q Serve(g_s), s 22.3 29.0 29.4 12.2 23.8 2.6 4.2 12.9 16.4 11.6 12.8 25.6 Cycle Q Clear(g_c), s 22.3 29.0 29.4 12.2 23.8 2.6 4.2 12.9 16.4 11.6 12.8 25.6 Prop In Lane 1.00 0.08 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 288 2540 1371 152 3418 1027 66 430 487 149 517 425 V/C Ratio(X) 0.97 0.61 0.62 1.00 0.51 0.08 0.78 0.46 0.45 0.97 0.40 0.72 Avail Cap(c_a), veh/h 288 2540 1371 152 3418 1027 120 430 487 149 517 425 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.60 0.60 0.60 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.0 7.3 7.4 63.9 10.7 7.3 66.8 45.8 37.6 63.8 40.6 45.1 Incr Delay (d2), s/veh 44.1 1.1 2.1 73.9 0.6 0.2 4.5 2.1 1.8 65.0 2.3 10.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.0 8.3 9.4 8.4 7.8 0.9 1.9 6.1 6.2 7.8 6.1 10.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 102.1 8.4 9.4 137.8 11.2 7.5 71.3 47.9 39.4 128.8 42.9 55.1 LnGrp LOS F A A F B A E D D F D E Approach Vol, veh/h 2678 1987 469 657 Approach Delay, s/veh 18.5 20.7 46.5 67.5 Approach LOS B C D E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 16.4 114.5 9.5 45.1 27.4 103.5 16.2 38.4 Change Period (Y+Rc), s * 4.2 * 6.2 * 4.2 5.4 * 4.2 6.2 * 4.2 * 5.4 Max Green Setting (Gmax), s * 12 * 64 * 9.7 34.9 * 23 52.2 * 12 * 33 Max Q Clear Time (g_c+I1), s 14.2 31.4 6.2 27.6 24.3 25.8 13.6 18.4 Green Ext Time (p_c), s 0.0 31.0 0.0 1.4 0.0 22.5 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 27.1 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. HCM 6th Signalized Intersection Summary Existing + Project at 5 per KSF PM 2: Brandywine Ave & Sequoia St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 28 22 41 11 28 12 378 46 34 306 41 Future Volume (veh/h) 20 28 22 41 11 28 12 378 46 34 306 41 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.96 1.00 0.95 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 22 30 24 45 12 30 13 411 50 37 333 45 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 5 55555555555 Cap, veh/h 257 342 247 424 121 248 14 529 426 45 470 64 Arrive On Green 0.50 0.50 0.50 0.50 0.50 0.50 0.01 0.29 0.29 0.03 0.30 0.30 Sat Flow, veh/h 387 684 495 698 243 495 1739 1826 1471 1739 1564 211 Grp Volume(v), veh/h 76 0 0 87 0 0 13 411 50 37 0 378 Grp Sat Flow(s),veh/h/ln1566 0 0 1437 0 0 1739 1826 1471 1739 0 1775 Q Serve(g_s), s 0.0 0.0 0.0 0.1 0.0 0.0 0.5 15.1 1.8 1.6 0.0 13.9 Cycle Q Clear(g_c), s 1.7 0.0 0.0 2.0 0.0 0.0 0.5 15.1 1.8 1.6 0.0 13.9 Prop In Lane 0.29 0.32 0.52 0.34 1.00 1.00 1.00 0.12 Lane Grp Cap(c), veh/h 846 0 0 793 0 0 14 529 426 45 0 534 V/C Ratio(X) 0.09 0.00 0.00 0.11 0.00 0.00 0.92 0.78 0.12 0.83 0.00 0.71 Avail Cap(c_a), veh/h 846 0 0 793 0 0 404 798 643 425 0 786 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 9.6 0.0 0.0 9.6 0.0 0.0 36.3 23.8 19.1 35.5 0.0 22.7 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.3 0.0 0.0 76.5 5.4 0.3 13.2 0.0 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.6 0.0 0.0 0.7 0.0 0.0 0.5 6.8 0.6 0.8 0.0 5.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.8 0.0 0.0 9.9 0.0 0.0 112.8 29.2 19.4 48.7 0.0 25.7 LnGrp LOS A AAAAAFCBDAC Approach Vol, veh/h 76 87 474 415 Approach Delay, s/veh 9.8 9.9 30.4 27.8 Approach LOS A A C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 41.6 4.6 27.0 41.6 5.4 26.2 Change Period (Y+Rc), s 5.0 4.0 5.0 5.0 3.5 5.0 Max Green Setting (Gmax), s 36.6 17.0 32.4 36.6 17.9 32.0 Max Q Clear Time (g_c+I1), s 3.7 2.5 15.9 4.0 3.6 17.1 Green Ext Time (p_c), s 0.4 0.0 3.2 0.5 0.0 4.1 Intersection Summary HCM 6th Ctrl Delay 26.2 HCM 6th LOS C HCM 6th AWSC Existing + Project at 5 per KSF PM 3: Drwy & Project Drwy/Shinohara Ln 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 3 Intersection Intersection Delay, s/veh 7.5 Intersection LOS A Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 100 0 1 60 0 13 Future Vol, veh/h 100 0 1 60 0 13 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 5 55555 Mvmt Flow 109 0 1 65 0 14 Number of Lanes 1 00110 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 1 Conflicting Approach RightNB WB Conflicting Lanes Right 1 0 1 HCM Control Delay 7.6 7.5 6.8 HCM LOS A A A Lane NBLn1EBLn1WBLn1 Vol Left, % 0% 0% 2% Vol Thru, % 0% 100% 98% Vol Right, % 100% 0% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 13 100 61 LT Vol 0 0 1 Through Vol 0 100 60 RT Vol 13 0 0 Lane Flow Rate 14 109 66 Geometry Grp 1 1 1 Degree of Util (X) 0.014 0.123 0.075 Departure Headway (Hd) 3.685 4.06 4.095 Convergence, Y/N Yes Yes Yes Cap 957 885 875 Service Time 1.764 2.076 2.119 HCM Lane V/C Ratio 0.015 0.123 0.075 HCM Control Delay 6.8 7.6 7.5 HCM Lane LOS A A A HCM 95th-tile Q 0 0.4 0.2 HCM 6th TWSC Existing + Project at 5 per KSF PM 4: Brandywine Ave & Shinohara Ln 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 4 Intersection Int Delay, s/veh 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 22 91 49 400 342 12 Future Vol, veh/h 22 91 49 400 342 12 Conflicting Peds, #/hr 10 10 10 0 0 10 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 5 55555 Mvmt Flow 61 253 51 1113 952 12 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1637 502 974 0 - 0 Stage 1 968 ----- Stage 2 669 ----- Critical Hdwy 6.9 7 4.2 - - - Critical Hdwy Stg 1 5.9 ----- Critical Hdwy Stg 2 5.9 ----- Follow-up Hdwy 3.55 3.35 2.25 - - - Pot Cap-1 Maneuver 89 507 686 - - - Stage 1 322 ----- Stage 2 463 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 81 497 679 - - - Mov Cap-2 Maneuver 199 ----- Stage 1 295 ----- Stage 2 458 ----- Approach EB NB SB HCM Control Delay, s 44.8 0.5 0 HCM LOS E Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 679 - 385 - - HCM Lane V/C Ratio 0.074 - 0.817 - - HCM Control Delay (s) 10.7 - 44.8 - - HCM Lane LOS B - E - - HCM 95th %tile Q(veh) 0.2 - 7.3 - - HCM 6th Signalized Intersection Summary Existing + Project at 5 per KSF PM 5: Main St & I-805 SB Ramps 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 973 551 686 975 00005970570 Future Volume (veh/h) 0 973 551 686 975 00005970570 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1826 1826 1826 1826 0 1826 1826 1826 Adj Flow Rate, veh/h 0 1003 568 707 1005 0 615 0 588 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %055550 555 Cap, veh/h 0 1492 679 696 2422 0 1135 0 491 Arrive On Green 0.00 0.45 0.45 0.41 1.00 0.00 0.33 0.00 0.33 Sat Flow, veh/h 0 3487 1511 3374 3561 0 3478 0 1504 Grp Volume(v), veh/h 0 1003 568 707 1005 0 615 0 588 Grp Sat Flow(s),veh/h/ln 0 1662 1511 1687 1735 0 1739 0 1504 Q Serve(g_s), s 0.0 26.2 36.5 22.7 0.0 0.0 15.9 0.0 35.9 Cycle Q Clear(g_c), s 0.0 26.2 36.5 22.7 0.0 0.0 15.9 0.0 35.9 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1492 679 696 2422 0 1135 0 491 V/C Ratio(X) 0.00 0.67 0.84 1.02 0.41 0.00 0.54 0.00 1.20 Avail Cap(c_a), veh/h 0 1492 679 696 2422 0 1135 0 491 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.22 0.22 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 23.9 26.7 32.3 0.0 0.0 30.3 0.0 37.1 Incr Delay (d2), s/veh 0.0 2.4 11.7 20.0 0.1 0.0 0.5 0.0 107.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 10.2 14.5 8.6 0.0 0.0 6.5 0.0 27.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 26.3 38.5 52.3 0.1 0.0 30.8 0.0 144.3 LnGrp LOS A C D F A A C A F Approach Vol, veh/h 1571 1712 1203 Approach Delay, s/veh 30.7 21.7 86.3 Approach LOS C C F Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 27.4 55.6 41.0 83.0 Change Period (Y+Rc), s * 4.7 * 5.8 5.1 5.8 Max Green Setting (Gmax), s * 23 * 36 35.9 63.2 Max Q Clear Time (g_c+I1), s 24.7 38.5 37.9 2.0 Green Ext Time (p_c), s 0.0 0.0 0.0 5.1 Intersection Summary HCM 6th Ctrl Delay 42.2 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 5 per KSF PM 6: I-805 NB Ramps & Main St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 497 1083 0 0 1180 833 451 4 571 0 0 0 Future Volume (veh/h) 497 1083 0 0 1180 833 451 4 571 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.95 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1826 1826 0 0 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 512 1116 0 0 1216 859 465 4 589 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 5 50055555 Cap, veh/h 527 2146 0 0 1361 705 494 4 757 Arrive On Green 0.61 1.00 0.00 0.00 0.55 0.55 0.29 0.29 0.29 Sat Flow, veh/h 1739 3561 0 0 5149 2584 1725 15 2642 Grp Volume(v), veh/h 512 1116 0 0 1216 859 469 0 589 Grp Sat Flow(s),veh/h/ln1739 1735 0 0 1662 1292 1740 0 1321 Q Serve(g_s), s 31.1 0.0 0.0 0.0 23.8 30.0 29.0 0.0 22.5 Cycle Q Clear(g_c), s 31.1 0.0 0.0 0.0 23.8 30.0 29.0 0.0 22.5 Prop In Lane 1.00 0.00 0.00 1.00 0.99 1.00 Lane Grp Cap(c), veh/h 527 2146 0 0 1361 705 498 0 757 V/C Ratio(X) 0.97 0.52 0.00 0.00 0.89 1.22 0.94 0.00 0.78 Avail Cap(c_a), veh/h 542 2146 0 0 1361 705 505 0 766 HCM Platoon Ratio 2.00 2.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.30 0.30 0.00 0.00 0.86 0.86 1.00 0.00 1.00 Uniform Delay (d), s/veh21.2 0.0 0.0 0.0 23.6 25.0 38.3 0.0 36.0 Incr Delay (d2), s/veh 14.9 0.3 0.0 0.0 8.2 109.0 25.9 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 %ile BackOfQ(50%),veh/ln8.9 0.1 0.0 0.0 6.6 15.9 15.4 0.0 7.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.1 0.3 0.0 0.0 31.7 134.0 64.3 0.0 41.1 LnGrp LOS D A A A C F E A D Approach Vol, veh/h 1628 2075 1058 Approach Delay, s/veh 11.6 74.1 51.4 Approach LOS B E D Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 73.9 38.0 35.8 36.6 Change Period (Y+Rc), s * 5.8 * 4.7 5.8 5.1 Max Green Setting (Gmax), s * 68 * 34 28.2 31.9 Max Q Clear Time (g_c+I1), s 2.0 33.1 32.0 31.0 Green Ext Time (p_c), s 5.9 0.3 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 47.6 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 5 per KSF PM 7: Main Ct & Main St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1226 321 73 1559 308 97 Future Volume (veh/h) 1226 321 73 1559 308 97 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 0.97 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 1304 341 78 1659 377 119 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 5 55555 Cap, veh/h 3355 1224 139 3791 473 217 Arrive On Green 1.00 1.00 0.08 1.00 0.14 0.14 Sat Flow, veh/h 5149 1497 3374 5149 3374 1547 Grp Volume(v), veh/h 1304 341 78 1659 377 119 Grp Sat Flow(s),veh/h/ln1662 1497 1687 1662 1687 1547 Q Serve(g_s), s 0.0 0.0 2.4 0.0 11.9 7.9 Cycle Q Clear(g_c), s 0.0 0.0 2.4 0.0 11.9 7.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h3355 1224 139 3791 473 217 V/C Ratio(X) 0.39 0.28 0.56 0.44 0.80 0.55 Avail Cap(c_a), veh/h 3355 1224 304 3791 825 378 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.79 0.79 0.95 0.95 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 49.5 0.0 45.8 44.0 Incr Delay (d2), s/veh 0.3 0.4 3.3 0.4 3.1 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 0.2 1.0 0.1 5.2 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.3 0.4 52.8 0.4 48.9 46.2 LnGrp LOS A A D A D D Approach Vol, veh/h 1645 1737 496 Approach Delay, s/veh 0.3 2.7 48.2 Approach LOS A A D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s9.6 79.8 89.5 20.5 Change Period (Y+Rc), s 5.1 * 5.8 5.8 5.1 Max Green Setting (Gmax), s9.9 * 58 72.2 26.9 Max Q Clear Time (g_c+I1), s4.4 2.0 2.0 13.9 Green Ext Time (p_c), s 0.1 7.9 10.2 1.5 Intersection Summary HCM 6th Ctrl Delay 7.5 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 5 per KSF PM 8: Main St & Oleander Ave 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 101 1212 1536 28 17 81 Future Volume (veh/h) 101 1212 1536 28 17 81 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 111 1332 1688 31 19 89 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 5 55555 Cap, veh/h 136 4175 5463 100 131 116 Arrive On Green 0.16 1.00 0.72 0.72 0.08 0.08 Sat Flow, veh/h 1739 5149 7919 139 1739 1547 Grp Volume(v), veh/h 111 1332 1318 401 19 89 Grp Sat Flow(s),veh/h/ln1739 1662 1479 1795 1739 1547 Q Serve(g_s), s 6.8 0.0 8.8 8.8 1.1 6.2 Cycle Q Clear(g_c), s 6.8 0.0 8.8 8.8 1.1 6.2 Prop In Lane 1.00 0.08 1.00 1.00 Lane Grp Cap(c), veh/h 136 4175 4268 1295 131 116 V/C Ratio(X) 0.82 0.32 0.31 0.31 0.15 0.77 Avail Cap(c_a), veh/h 313 4175 4268 1295 487 433 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.91 0.91 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh45.7 0.0 5.5 5.5 47.6 49.9 Incr Delay (d2), s/veh 4.2 0.2 0.2 0.6 0.6 11.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.8 0.1 2.2 2.8 0.5 5.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.8 0.2 5.7 6.1 48.2 61.8 LnGrp LOS D A A A D E Approach Vol, veh/h 1443 1719 108 Approach Delay, s/veh 4.0 5.8 59.4 Approach LOS A A E Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 97.5 12.5 12.8 84.8 Change Period (Y+Rc), s 5.4 * 4.2 * 4.2 5.4 Max Green Setting (Gmax), s 69.6 * 31 * 20 45.6 Max Q Clear Time (g_c+I1), s 2.0 8.2 8.8 10.8 Green Ext Time (p_c), s 23.7 0.4 0.1 17.7 Intersection Summary HCM 6th Ctrl Delay 6.8 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 5 per KSF PM 9: Brandywine Ave & Main St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 373 783 75 16 955 74 92 19 19 97 6 545 Future Volume (veh/h) 373 783 75 16 955 74 92 19 19 97 6 545 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 389 816 78 17 995 77 96 20 20 101 6 568 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 5 55555555555 Cap, veh/h 329 2079 619 26 1142 88 148 275 275 92 624 515 Arrive On Green 0.19 0.42 0.42 0.02 0.32 0.32 0.04 0.33 0.33 0.05 0.34 0.34 Sat Flow, veh/h 1739 4985 1485 1739 4706 363 3374 825 825 1739 1826 1506 Grp Volume(v), veh/h 389 816 78 17 702 370 96 0 40 101 6 568 Grp Sat Flow(s),veh/h/ln1739 1662 1485 1739 1662 1746 1687 0 1650 1739 1826 1506 Q Serve(g_s), s 20.8 12.6 3.6 1.1 21.9 22.0 3.1 0.0 1.8 5.8 0.2 37.6 Cycle Q Clear(g_c), s 20.8 12.6 3.6 1.1 21.9 22.0 3.1 0.0 1.8 5.8 0.2 37.6 Prop In Lane 1.00 1.00 1.00 0.21 1.00 0.50 1.00 1.00 Lane Grp Cap(c), veh/h 329 2079 619 26 806 424 148 0 549 92 624 515 V/C Ratio(X) 1.18 0.39 0.13 0.66 0.87 0.87 0.65 0.00 0.07 1.10 0.01 1.10 Avail Cap(c_a), veh/h 329 2079 619 84 806 424 159 0 555 92 624 515 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.96 0.96 0.96 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh44.6 22.4 19.7 53.7 35.6 35.7 51.8 0.0 25.1 52.1 23.9 36.2 Incr Delay (d2), s/veh 109.1 0.6 0.4 10.0 12.0 20.7 5.9 0.0 0.0 124.1 0.0 71.1 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/ln18.6 4.7 1.3 0.5 9.0 10.5 1.4 0.0 0.7 5.7 0.1 23.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 153.7 22.9 20.2 63.7 47.6 56.3 57.6 0.0 25.1 176.2 23.9 107.3 LnGrp LOS F C C E D E E A C F C F Approach Vol, veh/h 1283 1089 136 675 Approach Delay, s/veh 62.4 50.8 48.1 116.9 Approach LOS E D D F Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.8 52.3 9.0 42.9 25.0 33.1 10.0 41.9 Change Period (Y+Rc), s* 4.2 * 6.4 * 4.2 5.3 * 4.2 * 6.4 * 4.2 5.3 Max Green Setting (Gmax), s* 5.3 * 42 * 5.2 37.6 * 21 * 26 * 5.8 37.0 Max Q Clear Time (g_c+I1), s3.1 14.6 5.1 39.6 22.8 24.0 7.8 3.8 Green Ext Time (p_c), s 0.0 12.3 0.0 0.0 0.0 1.9 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 69.4 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 5 per KSF PM 10: Auto Park Pl & Main St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 82 763 40 10 950 9 45 1 15 8 1 76 Future Volume (veh/h) 82 763 40 10 950 9 45 1 15 8 1 76 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 0.99 0.96 0.98 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 89 829 43 11 1033 10 49 1 16 9 1 83 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, % 5 55555555555 Cap, veh/h 111 3374 1013 18 3109 932 229 16 252 292 3 262 Arrive On Green 0.13 1.00 1.00 0.00 0.21 0.21 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1739 4985 1497 1739 4985 1495 1266 88 1413 1341 18 1470 Grp Volume(v), veh/h 89 829 43 11 1033 10 49 0 17 9 0 84 Grp Sat Flow(s),veh/h/ln1739 1662 1497 1739 1662 1495 1266 0 1501 1341 0 1488 Q Serve(g_s), s 5.5 0.0 0.0 0.7 19.4 0.6 3.9 0.0 1.0 0.6 0.0 5.4 Cycle Q Clear(g_c), s 5.5 0.0 0.0 0.7 19.4 0.6 9.3 0.0 1.0 1.7 0.0 5.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.94 1.00 0.99 Lane Grp Cap(c), veh/h 111 3374 1013 18 3109 932 229 0 267 292 0 265 V/C Ratio(X) 0.80 0.25 0.04 0.61 0.33 0.01 0.21 0.00 0.06 0.03 0.00 0.32 Avail Cap(c_a), veh/h 171 3374 1013 76 3109 932 487 0 573 565 0 568 HCM Platoon Ratio 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 0.98 0.98 0.98 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh47.3 0.0 0.0 54.6 24.2 16.7 43.4 0.0 37.6 38.3 0.0 39.4 Incr Delay (d2), s/veh 7.1 0.2 0.1 11.5 0.3 0.0 0.5 0.0 0.1 0.0 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.4 0.1 0.0 0.4 8.6 0.2 1.3 0.0 0.4 0.2 0.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.4 0.2 0.1 66.1 24.4 16.7 43.9 0.0 37.7 38.3 0.0 40.1 LnGrp LOS D A A E C B D A D D A D Approach Vol, veh/h 961 1054 66 93 Approach Delay, s/veh 5.2 24.8 42.3 39.9 Approach LOS A C D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.3 80.5 24.2 11.2 74.6 24.2 Change Period (Y+Rc), s* 4.2 * 6 4.6 * 4.2 * 6 4.6 Max Green Setting (Gmax), s* 4.8 * 48 42.0 * 11 * 42 42.0 Max Q Clear Time (g_c+I1), s2.7 2.0 7.4 7.5 21.4 11.3 Green Ext Time (p_c), s 0.0 12.9 0.5 0.0 11.3 0.2 Intersection Summary HCM 6th Ctrl Delay 17.3 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 25 per KSF AM 1: Brandywine Ave & Olympic Pkwy 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 192 1188 47 97 1921 90 56 113 140 62 118 245 Future Volume (veh/h) 192 1188 47 97 1921 90 56 113 140 62 118 245 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.96 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 204 1264 50 103 2044 96 60 120 149 66 126 261 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, %555555555555 Cap, veh/h 225 2593 103 124 2340 698 76 402 438 83 409 335 Arrive On Green 0.13 0.53 0.53 0.07 0.47 0.47 0.04 0.22 0.22 0.05 0.22 0.22 Sat Flow, veh/h 1739 4911 194 1739 4985 1488 1739 1826 1493 1739 1826 1493 Grp Volume(v), veh/h 204 855 459 103 2044 96 60 120 149 66 126 261 Grp Sat Flow(s),veh/h/ln 1739 1662 1782 1739 1662 1488 1739 1826 1493 1739 1826 1493 Q Serve(g_s), s 17.4 24.5 24.5 8.8 55.3 5.5 5.1 8.2 11.8 5.6 8.6 24.6 Cycle Q Clear(g_c), s 17.4 24.5 24.5 8.8 55.3 5.5 5.1 8.2 11.8 5.6 8.6 24.6 Prop In Lane 1.00 0.11 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 225 1754 941 124 2340 698 76 402 438 83 409 335 V/C Ratio(X) 0.90 0.49 0.49 0.83 0.87 0.14 0.79 0.30 0.34 0.80 0.31 0.78 Avail Cap(c_a), veh/h 254 1754 941 157 2340 698 97 402 438 102 409 335 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.4 22.5 22.5 68.8 35.8 22.6 71.0 48.8 41.9 70.7 48.5 54.7 Incr Delay (d2), s/veh 30.0 1.0 1.8 24.0 4.9 0.4 20.7 1.8 2.0 23.6 1.9 16.4 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 9.4 9.4 10.3 4.6 22.2 2.0 2.7 4.0 4.6 3.0 4.1 10.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 94.3 23.5 24.3 92.7 40.7 23.0 91.8 50.7 43.9 94.3 50.5 71.1 LnGrp LOS F C C F D C F D D F D E Approach Vol, veh/h 1518 2243 329 453 Approach Delay, s/veh 33.3 42.3 55.1 68.7 Approach LOS C D E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.9 85.4 10.7 39.0 23.6 76.6 11.4 38.4 Change Period (Y+Rc), s * 4.2 * 6.2 * 4.2 5.4 * 4.2 6.2 * 4.2 * 5.4 Max Green Setting (Gmax), s * 14 * 76 * 8.4 33.0 * 22 66.7 * 8.8 * 33 Max Q Clear Time (g_c+I1), s 10.8 26.5 7.1 26.6 19.4 57.3 7.6 13.8 Green Ext Time (p_c), s 0.0 25.9 0.0 0.9 0.1 9.0 0.0 1.0 Intersection Summary HCM 6th Ctrl Delay 42.9 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. HCM 6th Signalized Intersection Summary Existing + Project at 25 per KSF AM 2: Brandywine Ave & Sequoia St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 18 35 34 29 28 55 253 10 16 410 52 Future Volume (veh/h) 50 18 35 34 29 28 55 253 10 16 410 52 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 0.98 0.93 0.98 0.93 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 68 25 48 47 40 38 75 347 14 22 562 71 Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Percent Heavy Veh, % 5 55555555555 Cap, veh/h 189 72 87 156 115 81 135 1008 824 81 811 102 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.08 0.55 0.55 0.05 0.51 0.51 Sat Flow, veh/h 575 429 518 416 684 481 1739 1826 1492 1739 1581 200 Grp Volume(v), veh/h 141 0 0 125 0 0 75 347 14 22 0 633 Grp Sat Flow(s),veh/h/ln1522 0 0 1582 0 0 1739 1826 1492 1739 0 1781 Q Serve(g_s), s 0.6 0.0 0.0 0.0 0.0 0.0 2.4 6.1 0.2 0.7 0.0 15.6 Cycle Q Clear(g_c), s 4.4 0.0 0.0 3.8 0.0 0.0 2.4 6.1 0.2 0.7 0.0 15.6 Prop In Lane 0.48 0.34 0.38 0.30 1.00 1.00 1.00 0.11 Lane Grp Cap(c), veh/h 348 0 0 352 0 0 135 1008 824 81 0 913 V/C Ratio(X) 0.41 0.00 0.00 0.36 0.00 0.00 0.56 0.34 0.02 0.27 0.00 0.69 Avail Cap(c_a), veh/h 995 0 0 1030 0 0 510 1008 824 537 0 995 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 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh21.9 0.0 0.0 21.6 0.0 0.0 25.8 7.2 5.9 26.7 0.0 10.7 Incr Delay (d2), s/veh 0.8 0.0 0.0 0.6 0.0 0.0 2.7 0.9 0.0 0.7 0.0 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.7 0.0 0.0 1.5 0.0 0.0 1.0 2.0 0.1 0.3 0.0 5.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.6 0.0 0.0 22.3 0.0 0.0 28.4 8.1 5.9 27.3 0.0 13.0 LnGrp LOS C A A C A A C A A C A B Approach Vol, veh/h 141 125 436 655 Approach Delay, s/veh 22.6 22.3 11.5 13.5 Approach LOS C C B B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 14.8 8.5 34.7 14.8 6.2 37.0 Change Period (Y+Rc), s 5.0 4.0 5.0 5.0 3.5 5.0 Max Green Setting (Gmax), s 36.6 17.0 32.4 36.6 17.9 32.0 Max Q Clear Time (g_c+I1), s 6.4 4.4 17.6 5.8 2.7 8.1 Green Ext Time (p_c), s 0.9 0.1 5.7 0.7 0.0 4.0 Intersection Summary HCM 6th Ctrl Delay 14.6 HCM 6th LOS B HCM 6th AWSC Existing + Project at 25 per KSF AM 3: Drwy & Project Drwy/Shinohara Ln 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 3 Intersection Intersection Delay, s/veh 8.3 Intersection LOS A Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 203 0 5 125 0 2 Future Vol, veh/h 203 0 5 125 0 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 5 55555 Mvmt Flow 221 0 5 136 0 2 Number of Lanes 1 00110 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 1 Conflicting Approach RightNB WB Conflicting Lanes Right 1 0 1 HCM Control Delay 8.5 8 7.2 HCM LOS A A A Lane NBLn1EBLn1WBLn1 Vol Left, % 0% 0% 4% Vol Thru, % 0% 100% 96% Vol Right, % 100% 0% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 2 203 130 LT Vol 0 0 5 Through Vol 0 203 125 RT Vol 2 0 0 Lane Flow Rate 2 221 141 Geometry Grp 1 1 1 Degree of Util (X) 0.003 0.251 0.163 Departure Headway (Hd) 4.162 4.094 4.16 Convergence, Y/N Yes Yes Yes Cap 865 876 858 Service Time 2.162 2.127 2.208 HCM Lane V/C Ratio 0.002 0.252 0.164 HCM Control Delay 7.2 8.5 8 HCM Lane LOS A A A HCM 95th-tile Q 0 1 0.6 HCM 6th TWSC Existing + Project at 25 per KSF AM 4: Brandywine Ave & Shinohara Ln 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 4 Intersection Int Delay, s/veh 69.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 41 164 105 187 265 25 Future Vol, veh/h 41 164 105 187 265 25 Conflicting Peds, #/hr 10 10 10 0 0 10 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 5 55555 Mvmt Flow 124 498 118 567 804 28 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1358 436 842 0 - 0 Stage 1 828 ----- Stage 2 530 ----- Critical Hdwy 6.9 7 4.2 - - - Critical Hdwy Stg 1 5.9 ----- Critical Hdwy Stg 2 5.9 ----- Follow-up Hdwy 3.55 3.35 2.25 - - - Pot Cap-1 Maneuver 136 560 770 - - - Stage 1 382 ----- Stage 2 546 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 113 549 763 - - - Mov Cap-2 Maneuver 230 ----- Stage 1 320 ----- Stage 2 541 ----- Approach EB NB SB HCM Control Delay, s 238.4 1.8 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 763 - 430 - - HCM Lane V/C Ratio 0.155 - 1.446 - - HCM Control Delay (s) 10.6 - 238.4 - - HCM Lane LOS B - F - - HCM 95th %tile Q(veh) 0.5 - 31.4 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary Existing + Project at 25 per KSF AM 5: Main St & I-805 SB Ramps 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 738 311 298 560 00005640378 Future Volume (veh/h) 0 738 311 298 560 00005640378 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1826 1826 1826 1826 0 1826 1826 1826 Adj Flow Rate, veh/h 0 820 346 331 622 0 627 0 420 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %055550 555 Cap, veh/h 0 1477 619 393 2052 0 1076 0 465 Arrive On Green 0.00 0.43 0.43 0.23 1.00 0.00 0.31 0.00 0.31 Sat Flow, veh/h 0 3582 1433 3374 3561 0 3478 0 1503 Grp Volume(v), veh/h 0 797 369 331 622 0 627 0 420 Grp Sat Flow(s),veh/h/ln 0 1662 1527 1687 1735 0 1739 0 1503 Q Serve(g_s), s 0.0 19.7 19.9 10.3 0.0 0.0 16.7 0.0 29.5 Cycle Q Clear(g_c), s 0.0 19.7 19.9 10.3 0.0 0.0 16.7 0.0 29.5 Prop In Lane 0.00 0.94 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1436 660 393 2052 0 1076 0 465 V/C Ratio(X) 0.00 0.56 0.56 0.84 0.30 0.00 0.58 0.00 0.90 Avail Cap(c_a), veh/h 0 1436 660 531 2052 0 1230 0 532 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.86 0.86 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 23.3 23.4 41.2 0.0 0.0 32.0 0.0 36.4 Incr Delay (d2), s/veh 0.0 1.6 3.4 7.7 0.3 0.0 0.5 0.0 17.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 7.7 7.4 4.1 0.1 0.0 6.9 0.0 12.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 24.9 26.8 49.0 0.3 0.0 32.5 0.0 53.7 LnGrp LOS A C C D A A C A D Approach Vol, veh/h 1166 953 1047 Approach Delay, s/veh 25.5 17.2 41.0 Approach LOS C B D Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 17.5 53.3 39.1 70.9 Change Period (Y+Rc), s * 4.7 * 5.8 5.1 5.8 Max Green Setting (Gmax), s * 17 * 39 38.9 60.2 Max Q Clear Time (g_c+I1), s 12.3 21.9 31.5 2.0 Green Ext Time (p_c), s 0.5 4.9 2.6 2.8 Intersection Summary HCM 6th Ctrl Delay 28.1 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 25 per KSF AM 6: I-805 NB Ramps & Main St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 466 846 0 0 556 582 292 4 341 0 0 0 Future Volume (veh/h) 466 846 0 0 556 582 292 4 341 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.95 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1826 1826 0 0 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 536 972 0 0 639 669 336 5 392 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 5 50055555 Cap, veh/h 556 2334 0 0 1546 805 391 6 600 Arrive On Green 0.64 1.00 0.00 0.00 0.52 0.52 0.23 0.23 0.23 Sat Flow, veh/h 1739 3561 0 0 5149 2594 1715 26 2630 Grp Volume(v), veh/h 536 972 0 0 639 669 341 0 392 Grp Sat Flow(s),veh/h/ln1739 1735 0 0 1662 1297 1740 0 1315 Q Serve(g_s), s 31.8 0.0 0.0 0.0 8.6 24.0 20.7 0.0 14.9 Cycle Q Clear(g_c), s 31.8 0.0 0.0 0.0 8.6 24.0 20.7 0.0 14.9 Prop In Lane 1.00 0.00 0.00 1.00 0.99 1.00 Lane Grp Cap(c), veh/h 556 2334 0 0 1546 805 397 0 600 V/C Ratio(X) 0.96 0.42 0.00 0.00 0.41 0.83 0.86 0.00 0.65 Avail Cap(c_a), veh/h 700 2334 0 0 1546 805 489 0 739 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I) 0.80 0.80 0.00 0.00 0.93 0.93 1.00 0.00 1.00 Uniform Delay (d), s/veh19.2 0.0 0.0 0.0 20.4 24.1 40.8 0.0 38.5 Incr Delay (d2), s/veh 19.6 0.4 0.0 0.0 0.8 9.2 12.2 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 %ile BackOfQ(50%),veh/ln9.1 0.1 0.0 0.0 3.0 6.2 9.9 0.0 4.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.8 0.4 0.0 0.0 21.1 33.2 53.0 0.0 40.0 LnGrp LOS D A A A C C D A D Approach Vol, veh/h 1508 1308 733 Approach Delay, s/veh 14.1 27.3 46.0 Approach LOS B C D Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 79.8 39.9 39.9 30.2 Change Period (Y+Rc), s * 5.8 * 4.7 5.8 5.1 Max Green Setting (Gmax), s * 69 * 44 19.2 30.9 Max Q Clear Time (g_c+I1), s 2.0 33.8 26.0 22.7 Green Ext Time (p_c), s 4.9 1.4 0.0 2.4 Intersection Summary HCM 6th Ctrl Delay 25.6 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 25 per KSF AM 7: Main Ct & Main St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1195 90 29 1325 48 16 Future Volume (veh/h) 1195 90 29 1325 48 16 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 0.97 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 1440 108 35 1596 75 25 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 5 55555 Cap, veh/h 3895 1239 101 4275 146 67 Arrive On Green 1.00 1.00 0.06 1.00 0.04 0.04 Sat Flow, veh/h 5149 1499 3374 5149 3374 1547 Grp Volume(v), veh/h 1440 108 35 1596 75 25 Grp Sat Flow(s),veh/h/ln1662 1499 1687 1662 1687 1547 Q Serve(g_s), s 0.0 0.0 1.1 0.0 2.4 1.7 Cycle Q Clear(g_c), s 0.0 0.0 1.1 0.0 2.4 1.7 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h3895 1239 101 4275 146 67 V/C Ratio(X) 0.37 0.09 0.35 0.37 0.51 0.37 Avail Cap(c_a), veh/h 3895 1239 304 4275 426 196 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.90 0.90 0.96 0.96 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 50.7 0.0 51.5 51.2 Incr Delay (d2), s/veh 0.2 0.1 2.0 0.2 2.8 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 0.0 0.5 0.1 1.1 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.2 0.1 52.6 0.2 54.3 54.6 LnGrp LOS A A D A D D Approach Vol, veh/h 1548 1631 100 Approach Delay, s/veh 0.2 1.4 54.3 Approach LOS A A D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s8.4 91.8 100.1 9.9 Change Period (Y+Rc), s 5.1 * 5.8 5.8 5.1 Max Green Setting (Gmax), s9.9 * 71 85.2 13.9 Max Q Clear Time (g_c+I1), s3.1 2.0 2.0 4.4 Green Ext Time (p_c), s 0.0 8.3 9.6 0.2 Intersection Summary HCM 6th Ctrl Delay 2.4 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 25 per KSF AM 8: Main St & Oleander Ave 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 61 1121 1216 41 26 111 Future Volume (veh/h) 61 1121 1216 41 26 111 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 72 1319 1431 48 31 131 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 5 55555 Cap, veh/h 91 4023 5329 178 184 164 Arrive On Green 0.10 1.00 0.72 0.72 0.11 0.11 Sat Flow, veh/h 1739 5149 7786 249 1739 1547 Grp Volume(v), veh/h 72 1319 1137 342 31 131 Grp Sat Flow(s),veh/h/ln1739 1662 1479 1771 1739 1547 Q Serve(g_s), s 4.4 0.0 7.4 7.5 1.8 9.1 Cycle Q Clear(g_c), s 4.4 0.0 7.4 7.5 1.8 9.1 Prop In Lane 1.00 0.14 1.00 1.00 Lane Grp Cap(c), veh/h 91 4023 4238 1269 184 164 V/C Ratio(X) 0.79 0.33 0.27 0.27 0.17 0.80 Avail Cap(c_a), veh/h 281 4023 4238 1269 534 475 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.93 0.93 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh48.6 0.0 5.5 5.5 44.8 48.1 Incr Delay (d2), s/veh 5.2 0.2 0.2 0.5 0.5 10.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.9 0.1 1.8 2.4 0.8 8.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.9 0.2 5.6 6.0 45.3 58.4 LnGrp LOS D A A A D E Approach Vol, veh/h 1391 1479 162 Approach Delay, s/veh 3.0 5.7 55.9 Approach LOS A A E Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 94.2 15.8 10.0 84.2 Change Period (Y+Rc), s 5.4 * 4.2 * 4.2 5.4 Max Green Setting (Gmax), s 66.6 * 34 * 18 44.6 Max Q Clear Time (g_c+I1), s 2.0 11.1 6.4 9.5 Green Ext Time (p_c), s 23.0 0.6 0.0 14.7 Intersection Summary HCM 6th Ctrl Delay 7.1 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 25 per KSF AM 9: Brandywine Ave & Main St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 339 745 62 11 669 99 14 8 7 121 16 565 Future Volume (veh/h) 339 745 62 11 669 99 14 8 7 121 16 565 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 404 887 74 13 796 118 17 10 8 144 19 673 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 5 55555555555 Cap, veh/h 302 2110 629 21 1142 168 50 291 233 117 671 554 Arrive On Green 0.17 0.42 0.42 0.02 0.52 0.52 0.01 0.31 0.31 0.07 0.37 0.37 Sat Flow, veh/h 1739 4985 1485 1739 4367 642 3374 926 741 1739 1826 1507 Grp Volume(v), veh/h 404 887 74 13 604 310 17 0 18 144 19 673 Grp Sat Flow(s),veh/h/ln1739 1662 1485 1739 1662 1686 1687 0 1667 1739 1826 1507 Q Serve(g_s), s 19.1 13.7 3.3 0.8 15.0 15.2 0.5 0.0 0.8 7.4 0.7 40.4 Cycle Q Clear(g_c), s 19.1 13.7 3.3 0.8 15.0 15.2 0.5 0.0 0.8 7.4 0.7 40.4 Prop In Lane 1.00 1.00 1.00 0.38 1.00 0.44 1.00 1.00 Lane Grp Cap(c), veh/h 302 2110 629 21 869 441 50 0 525 117 671 554 V/C Ratio(X) 1.34 0.42 0.12 0.63 0.69 0.70 0.34 0.00 0.03 1.23 0.03 1.22 Avail Cap(c_a), veh/h 302 2110 629 63 869 441 123 0 561 117 671 554 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.98 0.98 0.98 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh45.5 22.2 19.2 53.4 22.9 23.0 53.7 0.0 26.1 51.3 22.3 34.8 Incr Delay (d2), s/veh 172.9 0.6 0.4 10.8 4.5 8.9 1.5 0.0 0.0 157.9 0.0 112.9 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/ln22.4 5.2 1.2 0.4 4.7 5.3 0.2 0.0 0.3 8.3 0.3 31.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 218.3 22.9 19.6 64.2 27.4 31.9 55.2 0.0 26.1 209.2 22.3 147.7 LnGrp LOS F C B E C C E A C F C F Approach Vol, veh/h 1365 927 35 836 Approach Delay, s/veh 80.5 29.4 40.2 155.4 Approach LOS F C D F Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.5 53.0 5.8 45.7 23.3 35.2 11.6 39.9 Change Period (Y+Rc), s* 4.2 * 6.4 * 4.2 5.3 * 4.2 * 6.4 * 4.2 5.3 Max Green Setting (Gmax), s* 4 * 42 * 4 40.4 * 19 * 26 * 7.4 37.0 Max Q Clear Time (g_c+I1), s2.8 15.7 2.5 42.4 21.1 17.2 9.4 2.8 Green Ext Time (p_c), s 0.0 12.9 0.0 0.0 0.0 5.9 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 84.9 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 25 per KSF AM 10: Auto Park Pl & Main St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 57 762 58 5 751 2 15 022116 Future Volume (veh/h) 57 762 58 5 751 2 15 022116 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 0.98 0.95 0.98 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 66 837 64 5 825 2 16 022118 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, % 5 55555555555 Cap, veh/h 84 3617 1087 9 3402 1022 230 0 198 246 11 190 Arrive On Green 0.10 1.00 1.00 0.01 1.00 1.00 0.13 0.00 0.13 0.13 0.13 0.13 Sat Flow, veh/h 1739 4985 1498 1739 4985 1497 1332 0 1470 1351 78 1407 Grp Volume(v), veh/h 66 837 64 5 825 2 16 022019 Grp Sat Flow(s),veh/h/ln1739 1662 1498 1739 1662 1497 1332 0 1470 1351 0 1486 Q Serve(g_s), s 4.1 0.0 0.0 0.3 0.0 0.0 1.2 0.0 0.1 0.1 0.0 1.2 Cycle Q Clear(g_c), s 4.1 0.0 0.0 0.3 0.0 0.0 2.4 0.0 0.1 0.3 0.0 1.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 Lane Grp Cap(c), veh/h 84 3617 1087 9 3402 1022 230 0 198 246 0 200 V/C Ratio(X) 0.79 0.23 0.06 0.56 0.24 0.00 0.07 0.00 0.01 0.01 0.00 0.09 Avail Cap(c_a), veh/h 234 3617 1087 107 3402 1022 559 0 561 580 0 567 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.93 0.93 0.93 0.99 0.99 0.99 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh49.1 0.0 0.0 54.3 0.0 0.0 42.8 0.0 41.2 41.4 0.0 41.7 Incr Delay (d2), s/veh 5.6 0.1 0.1 18.4 0.2 0.0 0.1 0.0 0.0 0.0 0.0 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/ln1.8 0.0 0.0 0.2 0.1 0.0 0.4 0.0 0.0 0.0 0.0 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.8 0.1 0.1 72.8 0.2 0.0 42.9 0.0 41.3 41.4 0.0 41.9 LnGrp LOS D AAEAADADDAD Approach Vol, veh/h 967 832 18 21 Approach Delay, s/veh 3.9 0.6 42.7 41.9 Approach LOS A A D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s4.8 85.8 19.4 9.5 81.1 19.4 Change Period (Y+Rc), s* 4.2 * 6 4.6 * 4.2 * 6 4.6 Max Green Setting (Gmax), s* 6.8 * 46 42.0 * 15 * 38 42.0 Max Q Clear Time (g_c+I1), s2.3 2.0 3.2 6.1 2.0 4.4 Green Ext Time (p_c), s 0.0 13.1 0.1 0.0 11.5 0.0 Intersection Summary HCM 6th Ctrl Delay 3.2 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 25 per KSF PM 1: Brandywine Ave & Olympic Pkwy 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 262 2190 65 199 1645 80 49 189 220 136 214 287 Future Volume (veh/h) 262 2190 65 199 1645 80 49 189 220 136 214 287 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 279 2330 69 212 1750 85 52 201 234 145 228 305 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, %555555555555 Cap, veh/h 288 3799 112 152 3418 1027 66 430 487 149 517 425 Arrive On Green 0.17 0.76 0.76 0.09 0.69 0.69 0.04 0.24 0.24 0.09 0.28 0.28 Sat Flow, veh/h 1739 4971 146 1739 4985 1497 1739 1826 1495 1739 1826 1501 Grp Volume(v), veh/h 279 1554 845 212 1750 85 52 201 234 145 228 305 Grp Sat Flow(s),veh/h/ln 1739 1662 1794 1739 1662 1497 1739 1826 1495 1739 1826 1501 Q Serve(g_s), s 22.3 29.0 29.4 12.2 23.8 2.6 4.2 13.2 17.6 11.6 14.3 25.6 Cycle Q Clear(g_c), s 22.3 29.0 29.4 12.2 23.8 2.6 4.2 13.2 17.6 11.6 14.3 25.6 Prop In Lane 1.00 0.08 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 288 2540 1371 152 3418 1027 66 430 487 149 517 425 V/C Ratio(X) 0.97 0.61 0.62 1.40 0.51 0.08 0.78 0.47 0.48 0.97 0.44 0.72 Avail Cap(c_a), veh/h 288 2540 1371 152 3418 1027 120 430 487 149 517 425 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.59 0.59 0.59 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.0 7.3 7.4 63.9 10.7 7.3 66.8 45.9 38.1 63.8 41.1 45.1 Incr Delay (d2), s/veh 44.1 1.1 2.1 214.4 0.6 0.2 4.4 2.1 2.0 65.0 2.7 10.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.0 8.3 9.4 14.3 7.8 0.9 1.9 6.3 6.7 7.8 6.8 10.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 102.1 8.4 9.4 278.3 11.2 7.5 71.2 48.1 40.0 128.8 43.8 55.1 LnGrp LOS F A A F B A E D D F D E Approach Vol, veh/h 2678 2047 487 678 Approach Delay, s/veh 18.5 38.7 46.7 67.1 Approach LOS B D D E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 16.4 114.5 9.5 45.1 27.4 103.5 16.2 38.4 Change Period (Y+Rc), s * 4.2 * 6.2 * 4.2 5.4 * 4.2 6.2 * 4.2 * 5.4 Max Green Setting (Gmax), s * 12 * 64 * 9.7 34.9 * 23 52.2 * 12 * 33 Max Q Clear Time (g_c+I1), s 14.2 31.4 6.2 27.6 24.3 25.8 13.6 19.6 Green Ext Time (p_c), s 0.0 31.0 0.0 1.4 0.0 22.5 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 33.4 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. HCM 6th Signalized Intersection Summary Existing + Project at 25 per KSF PM 2: Brandywine Ave & Sequoia St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 28 22 41 11 28 12 395 46 34 381 41 Future Volume (veh/h) 20 28 22 41 11 28 12 395 46 34 381 41 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.96 1.00 0.95 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 22 30 24 45 12 30 13 429 50 37 414 45 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 5 55555555555 Cap, veh/h 253 336 243 417 119 243 14 550 444 45 503 55 Arrive On Green 0.49 0.49 0.49 0.49 0.49 0.49 0.01 0.30 0.30 0.03 0.31 0.31 Sat Flow, veh/h 387 684 495 698 243 495 1739 1826 1473 1739 1609 175 Grp Volume(v), veh/h 76 0 0 87 0 0 13 429 50 37 0 459 Grp Sat Flow(s),veh/h/ln1566 0 0 1436 0 0 1739 1826 1473 1739 0 1784 Q Serve(g_s), s 0.0 0.0 0.0 0.2 0.0 0.0 0.6 16.0 1.8 1.6 0.0 17.7 Cycle Q Clear(g_c), s 1.8 0.0 0.0 2.1 0.0 0.0 0.6 16.0 1.8 1.6 0.0 17.7 Prop In Lane 0.29 0.32 0.52 0.34 1.00 1.00 1.00 0.10 Lane Grp Cap(c), veh/h 832 0 0 779 0 0 14 550 444 45 0 557 V/C Ratio(X) 0.09 0.00 0.00 0.11 0.00 0.00 0.92 0.78 0.11 0.83 0.00 0.82 Avail Cap(c_a), veh/h 832 0 0 779 0 0 397 785 633 418 0 776 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 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh10.1 0.0 0.0 10.1 0.0 0.0 36.9 23.8 18.8 36.1 0.0 23.7 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.3 0.0 0.0 76.1 5.6 0.2 13.1 0.0 6.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 0.0 0.0 0.8 0.0 0.0 0.5 7.2 0.6 0.8 0.0 7.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.3 0.0 0.0 10.4 0.0 0.0 113.0 29.4 19.0 49.2 0.0 30.5 LnGrp LOS B AABAAFCBDAC Approach Vol, veh/h 76 87 492 496 Approach Delay, s/veh 10.3 10.4 30.5 31.9 Approach LOS B B C C Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 41.6 4.6 28.3 41.6 5.4 27.4 Change Period (Y+Rc), s 5.0 4.0 5.0 5.0 3.5 5.0 Max Green Setting (Gmax), s 36.6 17.0 32.4 36.6 17.9 32.0 Max Q Clear Time (g_c+I1), s 3.8 2.6 19.7 4.1 3.6 18.0 Green Ext Time (p_c), s 0.4 0.0 3.5 0.5 0.0 4.2 Intersection Summary HCM 6th Ctrl Delay 28.2 HCM 6th LOS C HCM 6th AWSC Existing + Project at 25 per KSF PM 3: Drwy & Project Drwy/Shinohara Ln 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 3 Intersection Intersection Delay, s/veh11.2 Intersection LOS B Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 185 0 1 434 0 13 Future Vol, veh/h 185 0 1 434 0 13 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 5 55555 Mvmt Flow 201 0 1 472 0 14 Number of Lanes 1 00110 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 1 Conflicting Approach RightNB WB Conflicting Lanes Right 1 0 1 HCM Control Delay 9 12.2 7.9 HCM LOS A B A Lane NBLn1EBLn1WBLn1 Vol Left, % 0% 0% 0% Vol Thru, % 0% 100% 100% Vol Right, % 100% 0% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 13 185 435 LT Vol 0 0 1 Through Vol 0 185 434 RT Vol 13 0 0 Lane Flow Rate 14 201 473 Geometry Grp 1 1 1 Degree of Util (X) 0.019 0.25 0.547 Departure Headway (Hd) 4.832 4.48 4.161 Convergence, Y/N Yes Yes Yes Cap 744 806 856 Service Time 2.842 2.483 2.233 HCM Lane V/C Ratio 0.019 0.249 0.553 HCM Control Delay 7.9 9 12.2 HCM Lane LOS A A B HCM 95th-tile Q 0.1 1 3.4 HCM 6th TWSC Existing + Project at 25 per KSF PM 4: Brandywine Ave & Shinohara Ln 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 4 Intersection Int Delay, s/veh 114.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 39 159 348 400 342 87 Future Vol, veh/h 39 159 348 400 342 87 Conflicting Peds, #/hr 10 10 10 0 0 10 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 5 55555 Mvmt Flow 109 443 359 1113 952 90 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 2292 541 1052 0 - 0 Stage 1 1007 ----- Stage 2 1285 ----- Critical Hdwy 6.9 7 4.2 - - - Critical Hdwy Stg 1 5.9 ----- Critical Hdwy Stg 2 5.9 ----- Follow-up Hdwy 3.55 3.35 2.25 - - - Pot Cap-1 Maneuver ~ 32 478 640 - - - Stage 1 307 ----- Stage 2 218 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 14 469 634 - - - Mov Cap-2 Maneuver ~ 81 ----- Stage 1 132 ----- Stage 2 216 ----- Approach EB NB SB HCM Control Delay, s$ 624.5 4.3 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 634 - 241 - - HCM Lane V/C Ratio 0.566 - 2.287 - - HCM Control Delay (s) 17.8 -$ 624.5 - - HCM Lane LOS C - F - - HCM 95th %tile Q(veh) 3.5 - 43.5 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary Existing + Project at 25 per KSF PM 5: Main St & I-805 SB Ramps 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1010 551 694 984 00007280570 Future Volume (veh/h) 0 1010 551 694 984 00007280570 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1826 1826 1826 1826 0 1826 1826 1826 Adj Flow Rate, veh/h 0 1041 568 715 1014 0 751 0 588 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %055550 555 Cap, veh/h 0 1492 679 696 2422 0 1135 0 491 Arrive On Green 0.00 0.45 0.45 0.41 1.00 0.00 0.33 0.00 0.33 Sat Flow, veh/h 0 3487 1511 3374 3561 0 3478 0 1504 Grp Volume(v), veh/h 0 1041 568 715 1014 0 751 0 588 Grp Sat Flow(s),veh/h/ln 0 1662 1511 1687 1735 0 1739 0 1504 Q Serve(g_s), s 0.0 27.6 36.5 22.7 0.0 0.0 20.4 0.0 35.9 Cycle Q Clear(g_c), s 0.0 27.6 36.5 22.7 0.0 0.0 20.4 0.0 35.9 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1492 679 696 2422 0 1135 0 491 V/C Ratio(X) 0.00 0.70 0.84 1.03 0.42 0.00 0.66 0.00 1.20 Avail Cap(c_a), veh/h 0 1492 679 696 2422 0 1135 0 491 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.19 0.19 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 24.3 26.7 32.3 0.0 0.0 31.8 0.0 37.1 Incr Delay (d2), s/veh 0.0 2.7 11.7 22.3 0.1 0.0 1.4 0.0 107.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 10.8 14.5 8.8 0.0 0.0 8.5 0.0 27.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 27.0 38.5 54.6 0.1 0.0 33.3 0.0 144.3 LnGrp LOS A C D F A A C A F Approach Vol, veh/h 1609 1729 1339 Approach Delay, s/veh 31.1 22.7 82.1 Approach LOS C C F Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 27.4 55.6 41.0 83.0 Change Period (Y+Rc), s * 4.7 * 5.8 5.1 5.8 Max Green Setting (Gmax), s * 23 * 36 35.9 63.2 Max Q Clear Time (g_c+I1), s 24.7 38.5 37.9 2.0 Green Ext Time (p_c), s 0.0 0.0 0.0 5.2 Intersection Summary HCM 6th Ctrl Delay 42.6 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 25 per KSF PM 6: I-805 NB Ramps & Main St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 497 1251 0 0 1197 863 451 4 609 0 0 0 Future Volume (veh/h) 497 1251 0 0 1197 863 451 4 609 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.95 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1826 1826 0 0 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 512 1290 0 0 1234 890 465 4 628 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 5 50055555 Cap, veh/h 527 2159 0 0 1379 715 494 4 757 Arrive On Green 0.61 1.00 0.00 0.00 0.55 0.55 0.29 0.29 0.29 Sat Flow, veh/h 1739 3561 0 0 5149 2585 1725 15 2642 Grp Volume(v), veh/h 512 1290 0 0 1234 890 469 0 628 Grp Sat Flow(s),veh/h/ln1739 1735 0 0 1662 1292 1740 0 1321 Q Serve(g_s), s 31.1 0.0 0.0 0.0 24.1 30.4 29.0 0.0 24.5 Cycle Q Clear(g_c), s 31.1 0.0 0.0 0.0 24.1 30.4 29.0 0.0 24.5 Prop In Lane 1.00 0.00 0.00 1.00 0.99 1.00 Lane Grp Cap(c), veh/h 527 2159 0 0 1379 715 499 0 757 V/C Ratio(X) 0.97 0.60 0.00 0.00 0.90 1.24 0.94 0.00 0.83 Avail Cap(c_a), veh/h 542 2159 0 0 1379 715 505 0 766 HCM Platoon Ratio 2.00 2.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.22 0.22 0.00 0.00 0.84 0.84 1.00 0.00 1.00 Uniform Delay (d), s/veh21.2 0.0 0.0 0.0 23.2 24.6 38.3 0.0 36.7 Incr Delay (d2), s/veh 12.1 0.3 0.0 0.0 8.0 120.1 25.9 0.0 7.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln8.4 0.1 0.0 0.0 6.6 17.1 15.4 0.0 8.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.4 0.3 0.0 0.0 31.2 144.7 64.2 0.0 44.3 LnGrp LOS C A A A C F E A D Approach Vol, veh/h 1802 2124 1097 Approach Delay, s/veh 9.7 78.7 52.8 Approach LOS A E D Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 74.3 38.0 36.3 36.6 Change Period (Y+Rc), s * 5.8 * 4.7 5.8 5.1 Max Green Setting (Gmax), s * 68 * 34 28.2 31.9 Max Q Clear Time (g_c+I1), s 2.0 33.1 32.4 31.0 Green Ext Time (p_c), s 7.4 0.3 0.0 0.6 Intersection Summary HCM 6th Ctrl Delay 48.3 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 25 per KSF PM 7: Main Ct & Main St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1432 321 73 1606 308 97 Future Volume (veh/h) 1432 321 73 1606 308 97 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 0.97 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 1523 341 78 1709 426 134 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 5 55555 Cap, veh/h 3279 1225 139 3716 525 241 Arrive On Green 1.00 1.00 0.05 0.99 0.16 0.16 Sat Flow, veh/h 5149 1496 3374 5149 3374 1547 Grp Volume(v), veh/h 1523 341 78 1709 426 134 Grp Sat Flow(s),veh/h/ln1662 1496 1687 1662 1687 1547 Q Serve(g_s), s 0.0 0.0 2.5 0.6 13.4 8.8 Cycle Q Clear(g_c), s 0.0 0.0 2.5 0.6 13.4 8.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h3279 1225 139 3716 525 241 V/C Ratio(X) 0.46 0.28 0.56 0.46 0.81 0.56 Avail Cap(c_a), veh/h 3279 1225 304 3716 825 378 HCM Platoon Ratio 2.00 2.00 1.33 1.33 1.00 1.00 Upstream Filter(I) 0.71 0.71 0.94 0.94 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 51.0 0.1 44.9 42.9 Incr Delay (d2), s/veh 0.3 0.4 3.3 0.4 3.4 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 0.1 1.1 0.2 5.9 3.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.3 0.4 54.3 0.5 48.3 45.0 LnGrp LOS A A D A D D Approach Vol, veh/h 1864 1787 560 Approach Delay, s/veh 0.3 2.9 47.5 Approach LOS A A D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s9.6 78.2 87.8 22.2 Change Period (Y+Rc), s 5.1 * 5.8 5.8 5.1 Max Green Setting (Gmax), s9.9 * 58 72.2 26.9 Max Q Clear Time (g_c+I1), s4.5 2.0 2.6 15.4 Green Ext Time (p_c), s 0.1 9.9 10.8 1.7 Intersection Summary HCM 6th Ctrl Delay 7.7 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 25 per KSF PM 8: Main St & Oleander Ave 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 101 1418 1583 36 54 81 Future Volume (veh/h) 101 1418 1583 36 54 81 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 111 1558 1740 40 59 89 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 5 55555 Cap, veh/h 136 4159 5408 124 136 121 Arrive On Green 0.16 1.00 0.72 0.72 0.08 0.08 Sat Flow, veh/h 1739 5149 7878 173 1739 1547 Grp Volume(v), veh/h 111 1558 1366 414 59 89 Grp Sat Flow(s),veh/h/ln1739 1662 1479 1788 1739 1547 Q Serve(g_s), s 6.8 0.0 9.3 9.3 3.6 6.2 Cycle Q Clear(g_c), s 6.8 0.0 9.3 9.3 3.6 6.2 Prop In Lane 1.00 0.10 1.00 1.00 Lane Grp Cap(c), veh/h 136 4159 4248 1284 136 121 V/C Ratio(X) 0.82 0.37 0.32 0.32 0.43 0.73 Avail Cap(c_a), veh/h 313 4159 4248 1284 487 433 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.86 0.86 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh45.7 0.0 5.7 5.7 48.4 49.6 Incr Delay (d2), s/veh 3.9 0.2 0.2 0.7 2.6 9.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.8 0.1 2.3 3.0 1.7 5.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.6 0.2 5.9 6.3 51.0 59.4 LnGrp LOS D A A A D E Approach Vol, veh/h 1669 1780 148 Approach Delay, s/veh 3.5 6.0 56.0 Approach LOS A A E Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 97.2 12.8 12.8 84.4 Change Period (Y+Rc), s 5.4 * 4.2 * 4.2 5.4 Max Green Setting (Gmax), s 69.6 * 31 * 20 45.6 Max Q Clear Time (g_c+I1), s 2.0 8.2 8.8 11.3 Green Ext Time (p_c), s 30.8 0.5 0.1 18.4 Intersection Summary HCM 6th Ctrl Delay 6.9 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 25 per KSF PM 9: Brandywine Ave & Main St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 616 783 75 16 955 130 92 19 19 110 6 600 Future Volume (veh/h) 616 783 75 16 955 130 92 19 19 110 6 600 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 642 816 78 17 995 135 96 20 20 115 6 625 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 5 55555555555 Cap, veh/h 329 2079 619 26 1072 145 148 275 275 92 624 515 Arrive On Green 0.19 0.42 0.42 0.03 0.49 0.49 0.04 0.33 0.33 0.05 0.34 0.34 Sat Flow, veh/h 1739 4985 1485 1739 4419 598 3374 825 825 1739 1826 1506 Grp Volume(v), veh/h 642 816 78 17 748 382 96 0 40 115 6 625 Grp Sat Flow(s),veh/h/ln1739 1662 1485 1739 1662 1694 1687 0 1650 1739 1826 1506 Q Serve(g_s), s 20.8 12.6 3.6 1.1 23.2 23.3 3.1 0.0 1.8 5.8 0.2 37.6 Cycle Q Clear(g_c), s 20.8 12.6 3.6 1.1 23.2 23.3 3.1 0.0 1.8 5.8 0.2 37.6 Prop In Lane 1.00 1.00 1.00 0.35 1.00 0.50 1.00 1.00 Lane Grp Cap(c), veh/h 329 2079 619 26 806 411 148 0 549 92 624 515 V/C Ratio(X) 1.95 0.39 0.13 0.66 0.93 0.93 0.65 0.00 0.07 1.25 0.01 1.21 Avail Cap(c_a), veh/h 329 2079 619 84 806 411 159 0 555 92 624 515 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.95 0.95 0.95 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh44.6 22.4 19.7 53.1 27.4 27.4 51.8 0.0 25.1 52.1 23.9 36.2 Incr Delay (d2), s/veh 439.5 0.6 0.4 9.9 17.6 28.9 5.9 0.0 0.0 177.0 0.0 113.4 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/ln48.8 4.7 1.3 0.5 7.8 9.2 1.4 0.0 0.7 7.0 0.1 29.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 484.1 22.9 20.2 63.0 45.0 56.4 57.6 0.0 25.1 229.1 23.9 149.6 LnGrp LOS F C C E D E E A C F C F Approach Vol, veh/h 1536 1147 136 746 Approach Delay, s/veh 215.6 49.0 48.1 160.8 Approach LOS F D D F Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.8 52.3 9.0 42.9 25.0 33.1 10.0 41.9 Change Period (Y+Rc), s* 4.2 * 6.4 * 4.2 5.3 * 4.2 * 6.4 * 4.2 5.3 Max Green Setting (Gmax), s* 5.3 * 42 * 5.2 37.6 * 21 * 26 * 5.8 37.0 Max Q Clear Time (g_c+I1), s3.1 14.6 5.1 39.6 22.8 25.3 7.8 3.8 Green Ext Time (p_c), s 0.0 12.3 0.0 0.0 0.0 0.8 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 144.1 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 25 per KSF PM 10: Auto Park Pl & Main St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 82 776 40 10 1006 9 45 1 15 8 1 76 Future Volume (veh/h) 82 776 40 10 1006 9 45 1 15 8 1 76 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 0.99 0.96 0.98 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 89 843 43 11 1093 10 49 1 16 9 1 83 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, % 5 55555555555 Cap, veh/h 111 3374 1013 18 3108 932 229 16 252 292 3 262 Arrive On Green 0.13 1.00 1.00 0.00 0.21 0.21 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1739 4985 1497 1739 4985 1495 1266 88 1413 1341 18 1470 Grp Volume(v), veh/h 89 843 43 11 1093 10 49 0 17 9 0 84 Grp Sat Flow(s),veh/h/ln1739 1662 1497 1739 1662 1495 1266 0 1501 1341 0 1488 Q Serve(g_s), s 5.5 0.0 0.0 0.7 20.7 0.6 3.9 0.0 1.0 0.6 0.0 5.4 Cycle Q Clear(g_c), s 5.5 0.0 0.0 0.7 20.7 0.6 9.3 0.0 1.0 1.7 0.0 5.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.94 1.00 0.99 Lane Grp Cap(c), veh/h 111 3374 1013 18 3108 932 229 0 267 292 0 265 V/C Ratio(X) 0.80 0.25 0.04 0.61 0.35 0.01 0.21 0.00 0.06 0.03 0.00 0.32 Avail Cap(c_a), veh/h 234 3374 1013 76 3108 932 487 0 573 565 0 568 HCM Platoon Ratio 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.95 0.95 0.95 0.98 0.98 0.98 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh47.3 0.0 0.0 54.6 24.6 16.7 43.4 0.0 37.6 38.3 0.0 39.4 Incr Delay (d2), s/veh 4.7 0.2 0.1 11.5 0.3 0.0 0.5 0.0 0.1 0.0 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.3 0.1 0.0 0.4 9.1 0.2 1.3 0.0 0.4 0.2 0.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.1 0.2 0.1 66.1 25.0 16.7 43.9 0.0 37.7 38.3 0.0 40.1 LnGrp LOS D A A E C B D A D D A D Approach Vol, veh/h 975 1114 66 93 Approach Delay, s/veh 4.9 25.3 42.3 39.9 Approach LOS A C D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.3 80.5 24.2 11.2 74.6 24.2 Change Period (Y+Rc), s* 4.2 * 6 4.6 * 4.2 * 6 4.6 Max Green Setting (Gmax), s* 4.8 * 48 42.0 * 15 * 38 42.0 Max Q Clear Time (g_c+I1), s2.7 2.0 7.4 7.5 22.7 11.3 Green Ext Time (p_c), s 0.0 13.1 0.5 0.0 9.8 0.2 Intersection Summary HCM 6th Ctrl Delay 17.5 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\Appendix.3408.doc APPENDIX F QUEUE CALCULATION SHEETS AND EXCERPTS FROM THE AASHTO GEOMETRIC DESIGN OF HIGHWAYS AND STREET MANUAL ON SIGHT DISTANCE CALCULATIONS 02/15/2022 Chula Vista Shinohara SimTraffic Report Page 2 Queuing and Blocking Report Existing AM Intersection: 4: Brandywine Ave & Shinohara Ln Movement EB NB NB SB SB Directions Served LR L T T TR Maximum Queue (ft)26 21 24 14 44 Average Queue (ft)12113 95th Queue (ft)12 14 13 10 21 Link Distance (ft)326 483 818 818 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)50 Storage Blk Time (%)0 0 Queuing Penalty (veh)0 0 Queuing and Blocking Report Existing AM 02/15/2022 Chula Vista Shinohara SimTraffic Report Page 5 Intersection: 9: Brandywine Ave & Main St Movement EB EB EB EB EB WB WB WB WB NB NB NB Directions Served L T T T R L T T TR L L TR Maximum Queue (ft) 254 315 222 216 131 80 228 315 425 17 40 38 Average Queue (ft) 179 98 97 96 24 12 90 113 184 1 10 9 95th Queue (ft) 265 232 173 180 73 49 186 239 362 9 30 28 Link Distance (ft) 764 764 764 863 863 863 305 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 230 150 210 125 125 Storage Blk Time (%) 5 0 2 0 0 Queuing Penalty (veh) 14 0 1 0 0 Intersection: 9: Brandywine Ave & Main St Movement SB SB SB Directions Served L T R Maximum Queue (ft) 155 98 270 Average Queue (ft) 73 14 136 95th Queue (ft) 132 63 242 Link Distance (ft) 483 483 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 140 Storage Blk Time (%) 3 Queuing Penalty (veh) 0 02/15/2022 Chula Vista Shinohara SimTraffic Report Page 2 Queuing and Blocking Report Existing PM Intersection: 4: Brandywine Ave & Shinohara Ln Movement EB NB NB NB SB SB Directions Served LR L T T T TR Maximum Queue (ft)35 10 61 5 24 70 Average Queue (ft)10 04014 95th Queue (ft)34 5 32 6 13 30 Link Distance (ft)326 483 483 818 818 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)50 Storage Blk Time (%)0 Queuing Penalty (veh)0 Queuing and Blocking Report Existing PM 02/15/2022 Chula Vista Shinohara SimTraffic Report Page 5 Intersection: 9: Brandywine Ave & Main St Movement EB EB EB EB EB WB WB WB WB NB NB NB Directions Served L T T T R L T T TR L L TR Maximum Queue (ft) 254 460 285 237 175 74 349 486 586 114 136 103 Average Queue (ft) 202 177 122 127 34 12 162 213 294 21 68 20 95th Queue (ft) 292 386 209 207 103 47 315 423 535 77 125 61 Link Distance (ft) 764 764 764 863 863 863 304 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 230 150 210 125 125 Storage Blk Time (%) 13 5003 02 Queuing Penalty (veh) 34 4000 01 Intersection: 9: Brandywine Ave & Main St Movement SB SB SB Directions Served L T R Maximum Queue (ft) 140 91 338 Average Queue (ft) 58 8 202 95th Queue (ft) 115 52 323 Link Distance (ft) 483 483 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 140 Storage Blk Time (%) 2 Queuing Penalty (veh) 0 Queuing and Blocking Report Existing + Project at 5 per KSF AM 05/16/2022 Chula Vista Shinohara SimTraffic Report Page 2 Intersection: Queuing and Blocking Report Existing + Project at 5 per KSF AM 05/16/2022 Chula Vista Shinohara SimTraffic Report Page 4 Intersection: 9: Brandywine Ave & Main St Movement EB EB EB EB EB WB WB WB WB NB NB NB Directions Served L T T T R L T T TR L L TR Maximum Queue (ft) 254 450 267 207 156 39 244 312 447 34 53 45 Average Queue (ft) 215 151 112 104 31 10 98 120 212 2 12 9 95th Queue (ft) 289 366 216 186 97 32 186 234 382 15 37 30 Link Distance (ft) 764 764 764 863 863 863 305 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 230 150 210 125 125 Storage Blk Time (%) 15 0 3 0 1 Queuing Penalty (veh) 38 0 2 0 0 Intersection: 9: Brandywine Ave & Main St Movement SB SB SB Directions Served L T R Maximum Queue (ft) 155 80 326 Average Queue (ft) 73 15 148 95th Queue (ft) 137 58 255 Link Distance (ft) 483 483 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 140 Storage Blk Time (%) 3 Queuing Penalty (veh) 0 Queuing and Blocking Report Existing + Project at 5 per KSF PM 05/16/2022 Chula Vista Shinohara SimTraffic Report Page 2 Intersection: Queuing and Blocking Report Existing + Project at 5 per KSF PM 05/16/2022 Chula Vista Shinohara SimTraffic Report Page 5 Intersection: 9: Brandywine Ave & Main St Movement EB EB EB EB EB B26 B26 WB WB WB WB NB Directions Served L T T T R T T L T T TR L Maximum Queue (ft) 255 596 326 239 137 26 16 210 549 699 742 129 Average Queue (ft) 217 251 130 129 28 2 1 22 221 354 443 28 95th Queue (ft) 297 594 261 205 83 27 12 98 435 672 735 91 Link Distance (ft) 764 764 764 136 136 863 863 863 Upstream Blk Time (%) 1 0 0 0 Queuing Penalty (veh) 4 1 0 1 Storage Bay Dist (ft) 230 150 210 125 Storage Blk Time (%) 23 0 5 0 10 0 Queuing Penalty (veh) 59 0 3 0 2 0 Intersection: 9: Brandywine Ave & Main St Movement NB NB SB SB SB Directions Served L TR L T R Maximum Queue (ft) 132 129 151 117 387 Average Queue (ft) 72 25 74 9 205 95th Queue (ft) 132 81 138 81 360 Link Distance (ft) 304 483 483 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 125 140 Storage Blk Time (%) 5 0 3 Queuing Penalty (veh) 2 0 0 Queuing and Blocking Report Existing + Project at 25 per KSF AM 05/16/2022 Chula Vista Shinohara SimTraffic Report Page 2 Intersection: Queuing and Blocking Report Existing + Project at 25 per KSF AM 05/16/2022 Chula Vista Shinohara SimTraffic Report Page 4 Intersection: 9: Brandywine Ave & Main St Movement EB EB EB EB EB WB WB WB WB NB NB NB Directions Served L T T T R L T T TR L L TR Maximum Queue (ft) 254 484 374 226 158 78 282 402 520 11 50 30 Average Queue (ft) 223 206 124 110 25 9 105 138 246 1 11 8 95th Queue (ft) 289 451 265 194 82 44 219 305 455 7 36 26 Link Distance (ft) 764 764 764 863 863 863 305 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 230 150 210 125 125 Storage Blk Time (%) 21 0 4 0 1 Queuing Penalty (veh) 51 0 2 0 0 Intersection: 9: Brandywine Ave & Main St Movement SB SB SB Directions Served L T R Maximum Queue (ft) 154 88 326 Average Queue (ft) 82 14 156 95th Queue (ft) 143 68 266 Link Distance (ft) 483 483 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 140 Storage Blk Time (%) 3 Queuing Penalty (veh) 1 Queuing and Blocking Report Existing + Project at 25 per KSF PM 05/16/2022 Chula Vista Shinohara SimTraffic Report Page 2 Intersection: Queuing and Blocking Report Existing + Project at 25 per KSF PM 05/16/2022 Chula Vista Shinohara SimTraffic Report Page 5 Intersection: 9: Brandywine Ave & Main St Movement EB EB EB EB EB B26 B26 WB WB WB WB NB Directions Served L T T T R T T L T T TR L Maximum Queue (ft) 255 870 730 432 175 226 107 145 874 900 890 132 Average Queue (ft) 251 699 178 137 31 99 6 18 453 678 755 23 95th Queue (ft) 277 1083 503 318 95 259 51 77 902 1080 1050 83 Link Distance (ft) 764 764 764 136 136 863 863 863 Upstream Blk Time (%) 37 0 19 0 1 7 25 Queuing Penalty (veh) 183 0 93 0 2 26 93 Storage Bay Dist (ft) 230 150 210 125 Storage Blk Time (%) 64 1 3 0 10 0 Queuing Penalty (veh) 167 5 2 0 2 0 Intersection: 9: Brandywine Ave & Main St Movement NB NB SB SB SB Directions Served L TR L T R Maximum Queue (ft) 146 148 149 162 350 Average Queue (ft) 68 26 64 9 160 95th Queue (ft) 130 84 125 78 292 Link Distance (ft) 304 483 483 Upstream Blk Time (%) 0 Queuing Penalty (veh) 1 Storage Bay Dist (ft) 125 140 Storage Blk Time (%) 5 0 3 Queuing Penalty (veh) 2 0 0 9-44 I A Policy on Geometric Design of Highways and Streets in Table 9-6. The length of the sight triangle leg to the right needed for a left-turn maneuver by a passenger car onto the major road, ,shown as dimension bin the drawing on the right in Figure 9-17, is based on a time gap of7.5 s.· A sight triangle to the left is also needed for the left-turn- ing vehicle to cross the near lane(s) of the major road on which traffic approaches from the left; the length of the leg of thiS sight triangle along the major road is shown as dimension b in the drawing to the left in Figure 9-17. This sight triangle to the left is normally provided by Case B2 for the right-turn maneuver (see below). In the rare case where a right-turn maneuver is not permitted onto a two-way street, Case B2 should still be provided so that sight distance is avail- able for crossing the near lane(s) in a left-turn maneuver. In applying Table 9-6, it can usually be assumed that the minor-road vehicle is a passenger car. However, where substantial volumes of heavy vehicles enter the major road, such as from a ramp terminal, the use of tabulated values for single-unit or combination trucks should be considered. Table 9-6 includes appropriate adjustments to the gap times for the number of lanes ou the major road and for the approach grade of the minor road. The adjustment for the grade of the minor-road approach is needed only if the rear wheels of the design vehicle would be on an upgrade that exceeds 3 percent when the vehicle is at the stop line of the minor-road approach. Table 9-6. Time Gap for Case 61, Left Turn from Stop DesignVehitl~ Time Gap (tj(s) at Design Speed of Major. Road. Passenger car 7.5 Single-unit truck 9.5 ' Combination truck 11.5 Note: Time gaps are for a stopped vehicle to turn left onto a two-lane highway with no median and with minor-road approach grades of 3 P.ercent or less. The time gaps are applicable to determining sight distance to the right in left-turn maneuvers. The table values should be adjusted as follows: For mu/tflane roadways or medians-For left turns onto two-way roadways with more than two lanes, including turn lanes, add 0.5 s for passenger cars or 0.7 s for trucks for each additional lane, from the left, in excess of one, to be crossed by the turning vehicle. Median widths should be converted to an equivalent number of lanes in applying the 0.5 and 0.7 s criteria presented above; for example, an 18-ft [5.5-m} median is equivalent to one and a half lanes, and would require an additional 0. 75 s for a passenger to cross and an additional 1.05 s for a truck to cross. For minor-road approach grades-If the approach grade is an upgrade that exceeds 3 percent, add 0.2 s for each percent grade by which the approach grade exceeds zero percent. Intersections The intersection sight distance along the major road (distance bin Figure 9-17) is determined by: U.S. Customary !SD= 1.47 Vmaio• lg where: ISD = intersection sight distance {length of the leg of sight triangle along the major road) (ft) V . = design speed of major road {mph) maJor t = time gap for minor road vehicle to enter g the major road { s) Metric !SD= 0.278 Vmajo• lg where: !SD = intersection sight distance (length of the leg of sight triangle along the major road) (m) V . = design speed of major road {km/h) ma1or t = time gap for minor road vehicle to enter g the major road {s) (9-1) For example, a passenger car turning left onto a two-lane major road should be provided sight distance equivalent to a time gap of 7.5 s in major-road traffic. If the design speed of the major road is 60 mph [100 km/h], this corresponds to a sight distance of 1.47(60)(7.5) = 661.5 or 665 ft [0.278(100)(7.5) = 208.5 or 210 m], rounded for design. A passenger car turning left onto a four-lane undivided roadway will need to cross two near lanes, rather than one. This increases the recommended gap in major-road traffic from 7.5 to 8.0 s. The corresponding value of sight distance for this example would be 706 ft [223 m]. If the minor-road approach to such an intersection is located on a 4 percent upgrade, then the time gap selected for intersection sight distance design for left turns should be increased from 8. 0 to 8.8 s, equivalent to an increase of0.2 s for each percent grade. The design values for intersection sight distance for passenger cars are shown in Table 9-7. No adjustment of the recommended sight distance values for the major-road grade is generally needed because both the major-and minor-road vehicle will be on the same grade when depart- ing from the intersection. However, if the minor-road design vehicle is a heavy truck and the intersection is located near a sag vertical curve with grades over 3 percent, then an adjustment to extend the recommended sight distance based on the major-road grade should be considered. 9-46 I A Policy on Geometric Design of Highways and Streets Table 9-7. Design Intersection Sight Distance-Case B1, Left Turn from Stop U.S. Customary ' . " <·'· ·.· . .. Metric '>' ., __ ·.· Stopping Intersection Sight Design Distance for Speed Sight Passenger Cars Distance (mph) (ft) Calculated D~sign (ft) (ft) Stopping Intersection Sight Design Distance for Speed Sight Passenger Cars Distance (km/h) (m) Calculated Design (m) (m) 15 80 165.4 170 20 20 41.7 45 20 115 220.5 225 30 35 62.6 65 25 155 275.6 280 40 50 83.4 85 30 200 330.8 335 50 65 104.3 105 35 250 385.9 390 60 85 125.1 130 40 305 441.0 445 70 105 146.0 150 45 360 496.1 500 80 130 166.8 170 50 425 551.3 555 90 160 187.7 190 55 495 606.4 610 100 185 208.5 210 60 570 661.5 665 110 220 229.4 230 65 645 716.6 720 120 250 250.2 255 70 730 771.8 775 130 285 271.1 275 75 820 826.9 830 80 910 882.0 885 Note: Intersection sight distance shown is for a stopped passenger car to turn left onto a two-lane highway with no median and grades 3 percent or less. For other conditions, the time gap should be adjusted and the sight distance recalculated. . Sight distance design for left turns at intersections on divided roads or streets should consider multiple design vehicles and median width. If the design vehicle used to determine sight dis- tance for an intersection on a divided road or street is larger than a passenger car, then sight distanc~ for left turns should be checked for that selected design vehicle and for a passenger car as well. If the median on a divided road or street is wide enough to store the design vehicle with a clearance to the through lanes of approximately 3 ft [1 m] at both ends of the vehicle, no sep~ rate analysis for the departure sight triangle for left turns is needed on the minor-road approach for the near roadway to the left. In most cases, the departure sight triangle for right turns (Case B2) will provide sufficient sight distance for a passenger car to cross the near roadway to reach the median. Possible exceptions are addressed in the discussion of Case B3. If the design vehicle can be stored in the median with adequate clearance to the through lanes, a departure sight triangle to the right for left turns should be provided for that design vehicle turning left from the median roadway. Where the median is not wide enough to store the design vehicle, a departure sight triangle should be provided for that design vehicle to turn left from the minor-road approach. -~-·. · .. ,.,/, ! i j I I Intersections I 9-47 The median width should be considered in determining the number oflanes to be crossed. The median width should be converted to equivalent lanes. For example, an 18-ft [5.5-m] median should be considered as one and a half additional lanes to be crossed in applying the multilane roadway adjustment for time gaps in Table 9-6. Furthermore, a departure sight triangle for left turns from the median roadway should be provided for the largest design vehicle that can be stored on the median roadway with adequate clearance to the through lanes. If the sight distance along the major road shown in Figure 9-17, including any appropriate ad- justments, cannot be provided, then consideration should be given to installing regulatory speed signing on the major-road approaches. For left-turns onto a one-way roadway, time gaps based on Case B2 (see below) can be applied in determining the sight triangle needed for looking at vehicles approaching from the right. 9.5.3.2.2 Case B2-Right Turn from the Minor Road A departure sight triangle for traffic approaching from the left like that shown in Figure 9-17 should be provided for right turns from the minor road onto the major road. The intersection sight distance for right turns is determined in the same manner as for Case Bl, except that the time gaps (tg) in Table 9-6 should be adjusted. Field observations indicate that, in making right turns, drivers generally accept gaps that are slightly shorter than those accepted in making left turns (21). The time gaps in Table 9-6 can be decreased by 1.0 s for right-turn maneuvers with- out undue interference with major-road traffic. These adjusted time gaps for the right turn from the minor road are shown in Table 9-8. Design values based on these adjusted time gaps are shown in Table 9-9 for passenger cars. This 1.0-s reduction in the time gap applies only where turns are limited to right turns; where left turns are also permitted, the time gaps for Case Bl from Table 9-5 apply. When the minimum recommended sight distance for a right-turn ma- neuver cannot be provided, even with the reduction of 1.0 s from the values in Table 9-6, con- sideration should be given to installing regulatory speed signing or other traffic control devices on the major-road approaches. Table 9-8. Tin;e Gap for Case B2-Right Turn from Stop Design Vehicl!i! Time q~!> (tj(s) ~t. [)esigo Speed (if Major Road>·· Passenger car 6.5 Single-unit truck 8.5 Combination truck 10.5 Note: Time gaps are for a stopped vehicle to turn right onto or to cross a two-lane roadway with no ·median and with minor-road approach grades of 3 percent or less. The table values should be adjusted as follows: For minor-road approach grades--lf the approach grade is an upgrade that exceeds 3 percent, add 0.1 s for each percent grade by which the approach grade exceeds zero percent. I A Policy on Geometric Design of Highways and Streets Table .9-9. Design Intersection Sight Distance-Case B2, Right Turn from Stop U.S. Customary Metric Design Stopping Intersection Sight Design Stopping Intersection Sight Speed Sight Distance for Speed Sight Distance for (mph) Distance Passenger Cars (km/h) Distance Passenger Cars (ft) Calculated Design (m) Calculated Design (ft) (ft) (m) (m) 15 80 143.3 145 20 20 36.1 40 20 115 191.1 195 30 35 54.2 55 25 155 238.9 240 40 50 72.3 75 30 200 286.7 290 50 65 90.4 95 35 250 334.4 335 60 85 108.4 110 40 305 382.2 385 70 105 126.5 130 45 360 430.0 430 80 130 144.6 145 50 425 477.8 480 90 160 162.6 165 55 495 525.5 530 100 185 180.7 185 60 570 573.3 575 110 220 198.8 200 65 645 621.1 625 120 250 216.8 220 70 730 668.9 670 130 285 234.9 235 75 820 716.6 720 80 910 764.4 765 Note; Intersection sight distance shown is for a stopped passenger car to turn right onto or to cross a two-lane roadway with no median and with grades of 3 percent or less. For other conditions, the time gap should be adjusted and the sight distance recalculated. 9.5.3.2.3 Case B3-Crossing Maneuver from the Minor Road In most cases, the departure sight triangles f0 r left and right turns onto the major road, as de- scribed for Cases Bl and B2, will also provide adequate sight distance for minor-road vehicles to cross the major road. However, in the following situations, it is advisable to check the availabil- ity of sight distance for crossing maneuvers: • where left or right turns or both are not permitted from a particular approach and the cross- ing maneuver is the only legal maneuver; • where the crossing vehicle would cross the equivalent width of more than six lanes; or • where substantial volumes of heavy vehicles cross the roadway and steep grades that might slow the vehicle while its back portion is still in the intersection are present on the departure roadway on the far side of the intersection. The equation for intersection sight distance in Case Bl (see Equation 9-1) is used again for the crossing maneuver except that time gaps (tg) are the same as those for the Right Turn from Stop maneuver, which presents time gaps and appropriate adjustment factors to determine the intersection sight distance along the major road to accommodate crossing maneuvers. At divid- ----·----- 540’ 592’ ON SHINOHARA LANE LOOKING NORTH Vehicle greater than 600’ away ON SHINOHARA LANE LOOKING SOUTH Vehicle approximately 600’ away LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\Appendix.3408.doc APPENDIX G BUS ROUTE MAP AND SCHEDULE E St. Transit Center ➡ Sharp Medical Center ➡ Palomar St. Transit Center A E St. Transit Center DEPART B 3rd Av. & J St. C Naples St. & Hilltop Dr. D Sharp Chula Vista Medical Center E Melrose Av. & Main St. F Orange Av. & 3rd Av. G Palomar St. Transit Center ARRIVE ————5:29a 5:38a 5:45a ———6:02a 6:12 6:21 6:28 6:03a 6:14a 6:21a 6:33 6:43 6:52 6:59 6:33 6:45 6:53 7:06 7:17 7:27 7:34 7:03 7:15 7:23 7:36 7:47 7:57 8:04 7:35 7:47 7:55 8:08 8:19 8:29 8:36 8:05 8:17 8:25 8:37 8:47 8:56 9:04 8:35 8:47 8:55 9:07 9:17 9:26 9:34 9:05 9:17 9:25 9:37 9:47 9:56 10:04 9:49 10:01 10:09 10:21 10:31 10:40 10:48 10:19 10:31 10:39 10:51 11:01 11:10 11:18 10:49 11:01 11:09 11:21 11:31 11:40 11:48 11:17 11:29 11:38 11:50 12:01p 12:10p 12:18p 11:47 11:59 12:08p 12:20p 12:31 12:40 12:48 12:17p 12:29p 12:38 12:50 1:01 1:10 1:18 12:47 12:59 1:08 1:20 1:31 1:40 1:48 1:13 1:25 1:35 1:48 1:59 2:08 2:16 1:43 1:55 2:05 2:18 2:29 2:38 2:46 2:13 2:25 2:35 2:49 3:00 3:10 3:18 2:43 2:55 3:05 3:19 3:30 3:40 3:48 3:13 3:25 3:35 3:49 4:00 4:10 4:18 3:43 3:55 4:05 4:19 4:30 4:40 4:48 4:13 4:25 4:35 4:49 5:00 5:10 5:18 4:43 4:55 5:05 5:19 5:30 5:40 5:48 5:13 5:25 5:34 5:47 5:58 6:07 6:15 5:43 5:55 6:04 6:17 6:28 6:37 6:45 6:27 6:38 6:47 6:59 7:09 7:18 7:26 7:20 7:30 7:38 7:49 7:59 8:08 8:15 8:20 8:30 8:38 8:49 8:59 9:08 9:15 Palomar St. Transit Center ➡ Sharp Medical Center ➡ E St. Transit Center G Palomar St. Transit Center DEPART F Orange Av. & 3rd Av. E Melrose Av. & Main St. D Sharp Chula Vista Medical Center C Naples St. & Hilltop Dr. B 3rd Av. & J St. A E St. Transit Center ARRIVE ———5:22a 5:34a 5:41a 5:51a 5:28a 5:33a 5:41a 5:52 6:04 6:11 6:21 5:58 6:03 6:11 6:22 6:34 6:41 6:51 6:28 6:33 6:41 6:53 7:06 7:14 7:25 6:58 7:03 7:11 7:23 7:36 7:44 7:55 7:28 7:33 7:41 7:53 8:06 8:14 8:25 7:58 8:03 8:11 8:23 8:36 8:44 8:55 8:28 8:33 8:41 8:53 9:06 9:14 9:25 9:03 9:09 9:18 9:30 9:43 9:51 10:03 9:33 9:39 9:48 10:00 10:13 10:21 10:33 10:03 10:09 10:18 10:30 10:43 10:51 11:03 10:33 10:39 10:48 11:00 11:13 11:21 11:33 11:03 11:09 11:18 11:30 11:43 11:51 12:03p 11:33 11:39 11:48 12:00p 12:13p 12:21p 12:33 12:03p 12:09p 12:18p 12:30 12:43 12:51 1:03 12:33 12:39 12:48 1:00 1:13 1:21 1:33 1:03 1:09 1:18 1:30 1:43 1:51 2:03 1:33 1:39 1:48 2:00 2:13 2:21 2:33 2:01 2:07 2:16 2:28 2:41 2:50 3:03 2:31 2:37 2:46 2:58 3:11 3:20 3:33 3:00 3:06 3:15 3:27 3:40 3:49 4:02 3:30 3:36 3:45 3:57 4:10 4:19 4:32 4:00 4:06 4:15 4:27 4:40 4:49 5:02 4:30 4:36 4:45 4:56 5:09 5:17 5:30 5:00 5:06 5:15 5:26 5:39 5:47 6:00 5:30 5:36 5:45 5:56 ——— 6:00 6:06 6:15 6:26 6:38 6:46 6:58 6:30 6:36 6:45 6:56 ——— 7:00 7:06 7:15 7:26 7:37 7:44 7:56 8:00 8:05 8:14 8:25 8:36 8:42 8:53 9:00 9:05 9:14 9:25 9:36 9:42 9:53 Route 704 – Monday through Friday / lunes a viernes 704 sdmts.com Route Alerts, Updated Schedules, Connections & More 09/19 E Street Transit Center – Palomar St. Transit Center via Naples St. / Sharp Medical Center / Orange Av. DESTINATIONS • Chula Vista Library • Civic Center • Memorial Park • Sharp CV Medical Center • South County Regional Center • Veterans Home Effective SEPTEMBER 1, 2019 • E St. • Palomar St. TROLLEYCONNECTIONS Thank you for riding MTS! ¡Gracias por viajar con MTS! For more information on riding MTS services, pick up a Rider’s Guide on a bus or at the Transit Store, or visit sdmts.com. Para obtener más información sobre el uso de los servicios de MTS, recoja un ‘Rider’s Guide’ en un autobús o en la Transit Store, o visita a sdmts.com. DIRECTORY / Directorio MTS Information & Trip Planning MTS Información y planeo de viaje 511 or/ó (619) 233-3004 TTY/TDD (teletype for hearing impaired) Teletipo para sordos (619) 234-5005 or/ó (888) 722-4889 InfoExpress (24-hour info via Touch-Tone phone) Información las 24 horas (via teléfono de teclas)(619) 685-4900 Customer Service / Suggestions Servicio al cliente / Sugerencias (619) 557-4555 MTS Security MTS Seguridad (619) 595-4960 Lost & Found Objetos extraviados (619) 557-4555 Transit Store (619) 234-1060 12th & Imperial Transit Center M–F 8am–5pm For MTS online trip planning Planifi cación de viajes por Internet sdmts.com ONE-WAY FARES / Tarifas Sencillas Exact fare, please / Favor de pagar la cantidad exacta Adult / Adulto $2.50 Senior/Disabled/Medicare*Personas Mayores/con Discapacidades/Medicare*$1.25 Youth (ages 6-18)*Jóvenes (edades 6-18)*$2.50 DAY PASS (Regional) / Pase diario (Regional) Adult / Adulto $6.00 Senior/Disabled/Medicare*Personas Mayores/con Discapacidades/Medicare*$3.00 Youth (ages 6-18)*Jóvenes (edades 6-18)*$3.00 MONTHLY PASSES / Pases mensual Adult / Adulto $72.00 Senior/Disabled/Medicare*Personas Mayores/con Discapacidades/Medicare*$23.00 Youth (ages 6-18)*Jóvenes (edades 6-18)*$23.00 *Proof of eligibility required. Senior Eligibility: Age 65+ or born on or before September 1, 1959.*Se requiere verifi cación de elegibilidad. Elegibilidad para Personas Mayores: Edad 65+ o nacido en o antes del 1 de septiembre, 1959. COMPASS CARDS / Tarjeta CompassThere is a $2 charge for Compass Cards, which can be reloaded for future use. Hay un costo de $2 por la tarjeta Compass Card, la cual puede ser recargada para usos futuros. COMPASS CLOUD Download the free Compass Cloud app on your Apple or Android phone. Descargue la aplicación gratis Compass Cloud en su teléfono Apple o Android. Visit sdmts.com/fares for more info. Visite sdmts.com/fares para más información. E St. Transit Center ➡ Sharp Medical Center ➡ Palomar St. Transit CenterAE St.Transit CenterDEPARTB3rd Av. &J St.CNaples St. & Hilltop Dr.DSharp Chula Vista Medical CenterEMelrose Av. & Main St.FOrange Av. & 3rd Av.GPalomar St.Transit CenterARRIVE————6:03a6:11a6:18a6:26a6:36a6:43a6:54a7:037:117:187:267:367:437:548:038:118:188:238:348:428:539:029:109:179:239:349:429:5310:0210:1010:1710:2110:3210:4010:5211:0111:0911:1711:1911:3011:3911:5112:00p12:09p12:17p12:19p12:30p12:39p12:51p1:001:091:171:191:301:391:512:002:092:172:192:302:392:513:003:093:173:203:313:403:524:014:104:184:204:314:404:525:015:105:185:215:325:405:526:016:096:176:236:346:426:537:027:107:177:237:347:427:538:028:108:178:258:358:428:539:029:109:17Palomar St. Transit Center ➡ Sharp Medical Center ➡ E St. Transit CenterGPalomar St.Transit CenterDEPARTFOrange Av. & 3rd Av.EMelrose Av. & Main St.DSharp Chula Vista Medical CenterCNaples St. & Hilltop Dr.B3rd Av. &J St.AE St.Transit CenterARRIVE———5:51a6:03a6:10a6:20a6:28a6:32a6:40a6:517:037:107:207:297:337:417:528:048:118:218:298:348:428:539:059:129:239:299:349:429:5310:0510:1210:2410:2910:3410:4210:5311:0511:1211:2411:2811:3411:4211:5312:05p12:13p12:25p12:28p12:34p12:42p12:53p1:051:131:251:281:341:421:532:052:132:252:282:342:422:533:053:133:253:283:343:423:534:054:134:254:294:354:434:545:065:135:245:295:355:435:546:066:136:246:296:346:426:527:047:117:227:297:347:427:528:038:098:198:298:348:428:529:039:099:19Sharp Medical Center ➡ Palomar St. Transit CenterAE St.Transit CenterDEPARTB3rd Av. &J St.CNaples St. & Hilltop Dr.DSharp Chula Vista Medical CenterEMelrose Av. & Main St.FOrange Av. & 3rd Av.GPalomar St.Transit CenterARRIVE———7:22a7:31a7:39a7:46a———8:228:318:398:46———9:229:319:399:46———10:2110:3010:3810:46———11:2011:2911:3811:46———12:20p12:29p12:38p12:46p———1:201:291:381:46———2:202:292:382:46———3:203:293:383:46———4:204:294:384:46———5:215:305:385:46———6:226:316:396:46Palomar St. Transit Center ➡ Sharp Medical CenterGPalomar St.Transit CenterDEPARTFOrange Av. & 3rd Av.EMelrose Av. & Main St.DSharp Chula Vista Medical CenterCNaples St. & Hilltop Dr.B3rd Av. &J St.AE St.Transit CenterARRIVE7:30a7:34a7:42a7:53a———8:308:358:438:54———9:309:359:439:54———10:3010:3610:4410:55———11:3011:3611:4411:55———12:30p12:36p12:44p12:55p———1:301:361:441:55———2:302:362:442:55———3:303:363:443:55———4:304:364:444:55———5:305:365:445:55———6:306:356:436:54———Route 704 – Sunday / domingoRoute 704 – Saturday / sábado A Saturday or Sunday schedule will be operated on the following holidays and observed holidays Se operará con horario de sábado o domingo durante los siguientes días festivos y feriados observadosNew Year’s Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Thanksgiving, Christmas>>>The schedules and other information shown in this timetable are subject to change. MTS does not assume responsibility for errors in timetables nor for any inconvenience caused by delayed buses. / Los horarios e información que se indican en este itinerario están sujetos a cambios. MTS no asume responsabilidad por errores en los itinerarios, ni por ningún perjuicio que se origine por los autobuses demorados.Chula Vista CenterH StreetTransit CenterMemorial ParkFriendship ParkLibraryPolice Dept.Civic CenterScripps Mercy Hospital Chula Vista San DiegoCountry ClubCastle ParkMiddle SchoolCastle Park H.S.PalomarH.S.LibraryLoma VerdeParkValle LindoParkSunbowParkCanyonPlazaPark & RideVeterans HomeSharp Chula VistaMedical CenterVeterans ParkSouth CountyCareer CenterChula Vista Adult SchoolChula Vista H.S.Post OfficeBayview HospitalSouth County Regional Center (Courthouse)Moss StQuintard StRienstra StOrange AvNaples StE Naples StPalomar StPalomar StL StL StG StH StE StK St3 r d A v B r o a d w a y W o o d la w n A v 3 r d A v 4 t h A v M e lr o s e A v In d u s t r ia l B l5 t h A v B r o a d w a y Anita StPalomar StMain StMain St4th Av 3rd Av 2 n d A v 2 n d A v 5 t h A v 4 t h A v 4 t h A v 1 s t A v 1 s t A v H illt o p D r H illt o p D r Hilltop DrBrandywine AvO le a n d e r A v J StI StBa y B lOlympic PkwyE Palomar StMedical Center DrMedical Ctr C t Telegraph Canyon RdPaseo LaderaPaseo Del ReyOrange AvM e lrose A v J StF St U C S a n D ie g o B lu e L in e 55805CHULAVISTA704932701712701701929929932E StreetTransit Center705932Palomar Street Transit CenterUC San Diego Blue LineUC San Diego Blue Line701712712L929709709LACEDFGBTimepoint and/or transfer pointTransfer pointARoute 704 (Sunday Only)NAlternative formats available upon request. Please call: (619) 557-4555 Formato alternativo disponible al preguntar. Favor de llamar: (619) 557-4555 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\Appendix.3408.doc APPENDIX H EXISTING + PROJECT WITH RECOMMENDATIONS PEAK HOUR INTERSECTION ANALYSIS AND QUEUING WORKSHEETS HCM 6th TWSC Existing + Project at 5 per KSF AM 4: Brandywine Ave & Shinohara Ln 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 2 Intersection Int Delay, s/veh 1.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 8 33 88 187 265 21 Future Vol, veh/h 8 33 88 187 265 21 Conflicting Peds, #/hr 10 10 10 0 0 10 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 200 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 5 55555 Mvmt Flow 9 37 99 210 298 24 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 633 181 332 0 - 0 Stage 1 320 ----- Stage 2 313 ----- Critical Hdwy 6.9 7 4.2 - - - Critical Hdwy Stg 1 5.9 ----- Critical Hdwy Stg 2 5.9 ----- Follow-up Hdwy 3.55 3.35 2.25 - - - Pot Cap-1 Maneuver 405 821 1203 - - - Stage 1 700 ----- Stage 2 706 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 364 805 1192 - - - Mov Cap-2 Maneuver 469 ----- Stage 1 636 ----- Stage 2 699 ----- Approach EB NB SB HCM Control Delay, s 10.3 2.7 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1192 - 469 805 - - HCM Lane V/C Ratio 0.083 - 0.019 0.046 - - HCM Control Delay (s) 8.3 - 12.8 9.7 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0.3 - 0.1 0.1 - - HCM 6th Signalized Intersection Summary Existing + Project at 5 per KSF AM 9: Brandywine Ave & Main St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 326 745 62 11 669 95 14 8 7 97 16 458 Future Volume (veh/h) 326 745 62 11 669 95 14 8 7 97 16 458 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 388 887 74 13 796 113 17 10 8 115 0 558 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 5 55555555555 Cap, veh/h 302 2887 865 21 1836 259 50 146 117 117 0 631 Arrive On Green 0.17 0.58 0.58 0.02 0.83 0.83 0.01 0.16 0.16 0.07 0.00 0.21 Sat Flow, veh/h 1739 4985 1494 1739 4399 620 3374 919 735 1739 0 2983 Grp Volume(v), veh/h 388 887 74 13 600 309 17 0 18 115 0 558 Grp Sat Flow(s),veh/h/ln1739 1662 1494 1739 1662 1696 1687 0 1654 1739 0 1491 Q Serve(g_s), s 19.1 10.0 2.4 0.8 5.1 5.2 0.5 0.0 1.0 7.3 0.0 20.0 Cycle Q Clear(g_c), s 19.1 10.0 2.4 0.8 5.1 5.2 0.5 0.0 1.0 7.3 0.0 20.0 Prop In Lane 1.00 1.00 1.00 0.37 1.00 0.44 1.00 1.00 Lane Grp Cap(c), veh/h 302 2887 865 21 1387 708 50 0 263 117 0 631 V/C Ratio(X) 1.29 0.31 0.09 0.63 0.43 0.44 0.34 0.00 0.07 0.98 0.00 0.88 Avail Cap(c_a), veh/h 302 2887 865 63 1387 708 123 0 556 117 0 1096 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.98 0.98 0.98 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh45.5 11.9 10.3 53.4 5.7 5.7 53.7 0.0 39.3 51.2 0.0 42.1 Incr Delay (d2), s/veh 151.1 0.3 0.2 10.8 1.0 1.9 1.5 0.0 0.0 77.5 0.0 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln20.6 3.4 0.8 0.4 1.4 1.7 0.2 0.0 0.4 5.6 0.0 7.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 196.5 12.1 10.4 64.2 6.7 7.6 55.2 0.0 39.4 128.7 0.0 44.1 LnGrp LOS F BBEAAEADFAD Approach Vol, veh/h 1349 922 35 673 Approach Delay, s/veh 65.1 7.8 47.0 58.6 Approach LOS E A D E Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.5 70.1 5.8 28.6 23.3 52.3 11.6 22.8 Change Period (Y+Rc), s* 4.2 * 6.4 * 4.2 5.3 * 4.2 * 6.4 * 4.2 5.3 Max Green Setting (Gmax), s* 4 * 42 * 4 40.4 * 19 * 26 * 7.4 37.0 Max Q Clear Time (g_c+I1), s2.8 12.0 2.5 22.0 21.1 7.2 9.3 3.0 Green Ext Time (p_c), s 0.0 13.9 0.0 1.3 0.0 10.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 45.7 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC Existing + Project at 5 per KSF PM 4: Brandywine Ave & Shinohara Ln 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 2 Intersection Int Delay, s/veh 1.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 22 91 49 400 342 12 Future Vol, veh/h 22 91 49 400 342 12 Conflicting Peds, #/hr 10 10 10 0 0 10 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 200 50 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 5 55555 Mvmt Flow 23 94 51 412 353 12 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 687 203 375 0 - 0 Stage 1 369 ----- Stage 2 318 ----- Critical Hdwy 6.9 7 4.2 - - - Critical Hdwy Stg 1 5.9 ----- Critical Hdwy Stg 2 5.9 ----- Follow-up Hdwy 3.55 3.35 2.25 - - - Pot Cap-1 Maneuver 374 795 1159 - - - Stage 1 661 ----- Stage 2 702 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 350 780 1148 - - - Mov Cap-2 Maneuver 459 ----- Stage 1 625 ----- Stage 2 695 ----- Approach EB NB SB HCM Control Delay, s 10.8 0.9 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1148 - 459 780 - - HCM Lane V/C Ratio 0.044 - 0.049 0.12 - - HCM Control Delay (s) 8.3 - 13.3 10.2 - - HCM Lane LOS A - B B - - HCM 95th %tile Q(veh) 0.1 - 0.2 0.4 - - HCM 6th Signalized Intersection Summary Existing + Project at 5 per KSF PM 9: Brandywine Ave & Main St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 373 783 75 16 955 74 92 19 19 97 6 545 Future Volume (veh/h) 373 783 75 16 955 74 92 19 19 97 6 545 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 389 816 78 17 995 77 96 20 20 101 0 572 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 5 55555555555 Cap, veh/h 329 2706 810 26 1735 134 148 170 170 92 0 644 Arrive On Green 0.19 0.54 0.54 0.03 0.74 0.74 0.04 0.21 0.21 0.05 0.00 0.22 Sat Flow, veh/h 1739 4985 1492 1739 4709 364 3374 821 821 1739 0 2984 Grp Volume(v), veh/h 389 816 78 17 702 370 96 0 40 101 0 572 Grp Sat Flow(s),veh/h/ln1739 1662 1492 1739 1662 1749 1687 0 1641 1739 0 1492 Q Serve(g_s), s 20.8 9.8 2.8 1.1 10.6 10.6 3.1 0.0 2.2 5.8 0.0 20.5 Cycle Q Clear(g_c), s 20.8 9.8 2.8 1.1 10.6 10.6 3.1 0.0 2.2 5.8 0.0 20.5 Prop In Lane 1.00 1.00 1.00 0.21 1.00 0.50 1.00 1.00 Lane Grp Cap(c), veh/h 329 2706 810 26 1225 645 148 0 340 92 0 644 V/C Ratio(X) 1.18 0.30 0.10 0.66 0.57 0.57 0.65 0.00 0.12 1.10 0.00 0.89 Avail Cap(c_a), veh/h 329 2706 810 84 1225 645 159 0 552 92 0 1020 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.95 0.95 0.95 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh44.6 13.7 12.1 53.1 10.5 10.5 51.8 0.0 35.5 52.1 0.0 41.8 Incr Delay (d2), s/veh 109.1 0.3 0.2 9.9 1.9 3.5 5.9 0.0 0.1 124.1 0.0 3.9 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/ln18.6 3.4 1.0 0.5 2.8 3.3 1.4 0.0 0.9 5.7 0.0 7.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 153.7 14.0 12.4 63.0 12.4 14.0 57.6 0.0 35.5 176.2 0.0 45.8 LnGrp LOS F BBEBBEADFAD Approach Vol, veh/h 1283 1089 136 673 Approach Delay, s/veh 56.3 13.7 51.1 65.3 Approach LOS E B D E Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.8 66.1 9.0 29.0 25.0 46.9 10.0 28.1 Change Period (Y+Rc), s* 4.2 * 6.4 * 4.2 5.3 * 4.2 * 6.4 * 4.2 5.3 Max Green Setting (Gmax), s* 5.3 * 42 * 5.2 37.6 * 21 * 26 * 5.8 37.0 Max Q Clear Time (g_c+I1), s3.1 11.8 5.1 22.5 22.8 12.6 7.8 4.2 Green Ext Time (p_c), s 0.0 12.9 0.0 1.3 0.0 9.1 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 43.4 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 25 per KSF AM 4: Brandywine Ave & Shinohara Ln 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 41 164 105 187 265 25 Future Volume (veh/h) 41 164 105 187 265 25 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 46 184 118 210 298 28 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 5 55555 Cap, veh/h 302 269 185 1772 786 73 Arrive On Green 0.17 0.17 0.11 0.51 0.25 0.25 Sat Flow, veh/h 1739 1547 1739 3561 3281 297 Grp Volume(v), veh/h 46 184 118 210 161 165 Grp Sat Flow(s),veh/h/ln1739 1547 1739 1735 1735 1752 Q Serve(g_s), s 0.6 3.2 1.9 0.9 2.2 2.2 Cycle Q Clear(g_c), s 0.6 3.2 1.9 0.9 2.2 2.2 Prop In Lane 1.00 1.00 1.00 0.17 Lane Grp Cap(c), veh/h 302 269 185 1772 427 432 V/C Ratio(X) 0.15 0.68 0.64 0.12 0.38 0.38 Avail Cap(c_a), veh/h 1921 1709 1433 7238 1916 1936 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh10.0 11.0 12.2 3.6 8.9 8.9 Incr Delay (d2), s/veh 0.2 3.1 3.6 0.0 0.5 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 0.2 0.7 0.1 0.6 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 10.2 14.1 15.8 3.7 9.5 9.5 LnGrp LOS B BBAAA Approach Vol, veh/h 230 328 326 Approach Delay, s/veh 13.3 8.0 9.5 Approach LOS B A A Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 19.1 9.5 7.5 11.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 59.5 31.5 23.5 31.5 Max Q Clear Time (g_c+I1), s 2.9 5.2 3.9 4.2 Green Ext Time (p_c), s 1.4 0.7 0.3 1.9 Intersection Summary HCM 6th Ctrl Delay 10.0 HCM 6th LOS A HCM 6th Signalized Intersection Summary Existing + Project at 25 per KSF AM 9: Brandywine Ave & Main St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 339 745 62 11 669 99 14 8 7 121 16 565 Future Volume (veh/h) 339 745 62 11 669 99 14 8 7 121 16 565 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.98 1.00 0.96 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 404 887 74 13 796 118 17 10 8 144 0 686 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 5 55555555555 Cap, veh/h 467 2675 800 21 1792 264 50 186 149 117 0 761 Arrive On Green 0.14 0.54 0.54 0.02 0.82 0.82 0.01 0.20 0.20 0.07 0.00 0.25 Sat Flow, veh/h 3374 4985 1492 1739 4371 643 3374 922 738 1739 0 2995 Grp Volume(v), veh/h 404 887 74 13 604 310 17 0 18 144 0 686 Grp Sat Flow(s),veh/h/ln1687 1662 1492 1739 1662 1691 1687 0 1659 1739 0 1498 Q Serve(g_s), s 12.9 11.0 2.7 0.8 5.6 5.7 0.5 0.0 1.0 7.4 0.0 24.4 Cycle Q Clear(g_c), s 12.9 11.0 2.7 0.8 5.6 5.7 0.5 0.0 1.0 7.4 0.0 24.4 Prop In Lane 1.00 1.00 1.00 0.38 1.00 0.44 1.00 1.00 Lane Grp Cap(c), veh/h 467 2675 800 21 1362 693 50 0 334 117 0 761 V/C Ratio(X) 0.86 0.33 0.09 0.63 0.44 0.45 0.34 0.00 0.05 1.23 0.00 0.90 Avail Cap(c_a), veh/h 586 2675 800 63 1362 693 123 0 558 117 0 1100 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.98 0.98 0.98 1.00 0.00 1.00 0.94 0.00 0.94 Uniform Delay (d), s/veh46.4 14.4 12.4 53.4 6.3 6.4 53.7 0.0 35.5 51.3 0.0 39.7 Incr Delay (d2), s/veh 9.2 0.3 0.2 10.8 1.0 2.0 1.5 0.0 0.0 155.5 0.0 5.6 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/ln5.8 3.9 0.9 0.4 1.6 1.8 0.2 0.0 0.4 8.2 0.0 9.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.5 14.7 12.7 64.2 7.4 8.4 55.2 0.0 35.5 206.8 0.0 45.3 LnGrp LOS E BBEAAEADFAD Approach Vol, veh/h 1365 927 35 830 Approach Delay, s/veh 26.7 8.5 45.0 73.3 Approach LOS C A D E Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.5 65.4 5.8 33.2 19.4 51.5 11.6 27.5 Change Period (Y+Rc), s* 4.2 * 6.4 * 4.2 5.3 * 4.2 * 6.4 * 4.2 5.3 Max Green Setting (Gmax), s* 4 * 42 * 4 40.4 * 19 * 26 * 7.4 37.0 Max Q Clear Time (g_c+I1), s2.8 13.0 2.5 26.4 14.9 7.7 9.4 3.0 Green Ext Time (p_c), s 0.0 13.7 0.0 1.6 0.3 10.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 33.8 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project at 25 per KSF PM 4: Brandywine Ave & Shinohara Ln 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 39 159 348 400 342 87 Future Volume (veh/h) 39 159 348 400 342 87 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 40 164 359 412 353 90 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 5 55555 Cap, veh/h 256 228 459 2175 679 170 Arrive On Green 0.15 0.15 0.26 0.63 0.25 0.25 Sat Flow, veh/h 1739 1547 1739 3561 2804 680 Grp Volume(v), veh/h 40 164 359 412 223 220 Grp Sat Flow(s),veh/h/ln1739 1547 1739 1735 1735 1658 Q Serve(g_s), s 0.8 4.0 7.6 2.0 4.4 4.6 Cycle Q Clear(g_c), s 0.8 4.0 7.6 2.0 4.4 4.6 Prop In Lane 1.00 1.00 1.00 0.41 Lane Grp Cap(c), veh/h 256 228 459 2175 434 415 V/C Ratio(X) 0.16 0.72 0.78 0.19 0.52 0.53 Avail Cap(c_a), veh/h 937 834 1721 6041 1108 1059 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh14.8 16.2 13.6 3.2 12.9 12.9 Incr Delay (d2), s/veh 0.3 4.2 2.9 0.0 0.9 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 0.3 2.7 0.2 1.4 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.1 20.4 16.6 3.2 13.8 14.0 LnGrp LOS B C BABB Approach Vol, veh/h 204 771 443 Approach Delay, s/veh 19.4 9.4 13.9 Approach LOS B A B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 29.5 10.4 15.0 14.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 69.5 21.5 39.5 25.5 Max Q Clear Time (g_c+I1), s 4.0 6.0 9.6 6.6 Green Ext Time (p_c), s 3.0 0.5 1.1 2.5 Intersection Summary HCM 6th Ctrl Delay 12.3 HCM 6th LOS B HCM 6th Signalized Intersection Summary Existing + Project at 25 per KSF PM 9: Brandywine Ave & Main St 05/16/2022 Chula Vista Shinohara Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 616 783 75 16 955 130 92 19 19 110 6 600 Future Volume (veh/h) 616 783 75 16 955 130 92 19 19 110 6 600 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 642 816 78 17 995 135 96 20 20 115 0 629 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 5 55555555555 Cap, veh/h 638 2613 782 26 1547 209 148 185 185 92 0 702 Arrive On Green 0.19 0.52 0.52 0.03 0.70 0.70 0.04 0.23 0.23 0.05 0.00 0.23 Sat Flow, veh/h 3374 4985 1491 1739 4423 599 3374 822 822 1739 0 2990 Grp Volume(v), veh/h 642 816 78 17 747 383 96 0 40 115 0 629 Grp Sat Flow(s),veh/h/ln1687 1662 1491 1739 1662 1699 1687 0 1643 1739 0 1495 Q Serve(g_s), s 20.8 10.2 2.9 1.1 13.5 13.6 3.1 0.0 2.1 5.8 0.0 22.4 Cycle Q Clear(g_c), s 20.8 10.2 2.9 1.1 13.5 13.6 3.1 0.0 2.1 5.8 0.0 22.4 Prop In Lane 1.00 1.00 1.00 0.35 1.00 0.50 1.00 1.00 Lane Grp Cap(c), veh/h 638 2613 782 26 1162 594 148 0 371 92 0 702 V/C Ratio(X) 1.01 0.31 0.10 0.66 0.64 0.64 0.65 0.00 0.11 1.25 0.00 0.90 Avail Cap(c_a), veh/h 638 2613 782 84 1162 594 159 0 553 92 0 1022 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.95 0.95 0.95 1.00 0.00 1.00 0.85 0.00 0.85 Uniform Delay (d), s/veh44.6 14.9 13.1 53.1 12.8 12.8 51.8 0.0 33.8 52.1 0.0 40.8 Incr Delay (d2), s/veh 37.2 0.3 0.3 9.9 2.6 5.1 5.9 0.0 0.0 169.8 0.0 5.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln11.6 3.6 1.0 0.5 3.5 4.0 1.4 0.0 0.9 6.8 0.0 8.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 81.8 15.2 13.4 63.0 15.4 17.9 57.6 0.0 33.8 221.9 0.0 45.8 LnGrp LOS F BBEBBEACFAD Approach Vol, veh/h 1536 1147 136 744 Approach Delay, s/veh 43.0 16.9 50.6 73.0 Approach LOS D B D E Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.8 64.1 9.0 31.1 25.0 44.9 10.0 30.1 Change Period (Y+Rc), s* 4.2 * 6.4 * 4.2 5.3 * 4.2 * 6.4 * 4.2 5.3 Max Green Setting (Gmax), s* 5.3 * 42 * 5.2 37.6 * 21 * 26 * 5.8 37.0 Max Q Clear Time (g_c+I1), s3.1 12.2 5.1 24.4 22.8 15.6 7.8 4.1 Green Ext Time (p_c), s 0.0 12.8 0.0 1.4 0.0 7.8 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 41.1 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Queuing and Blocking Report Existing + Project at 5 per KSF AM 07/14/2022 Chula Vista Shinohara SimTraffic Report Page 2 Intersection: 4: Brandywine Ave & Shinohara Ln Movement EB EB NB NB NB SB SB Directions Served L R L T T T TR Maximum Queue (ft) 31 56 68 72 5 34 54 Average Queue (ft) 6 21 22 4023 95th Queue (ft) 26 49 55 32 4 17 23 Link Distance (ft) 326 471 471 818 818 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 200 50 Storage Blk Time (%) 1 0 Queuing Penalty (veh) 1 0 Queuing and Blocking Report Existing + Project at 5 per KSF PM 07/14/2022 Chula Vista Shinohara SimTraffic Report Page 2 Intersection: 4: Brandywine Ave & Shinohara Ln Movement EB EB NB NB NB SB SB Directions Served L R L T T T TR Maximum Queue (ft) 38 72 47 68 14 42 48 Average Queue (ft) 16 35 13 4033 95th Queue (ft) 42 61 41 30 8 23 22 Link Distance (ft) 326 471 471 818 818 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 200 50 Storage Blk Time (%) 0 0 Queuing Penalty (veh) 0 0 Queuing and Blocking Report Existing + Project at 25 per KSF AM 07/14/2022 Chula Vista Shinohara SimTraffic Report Page 2 Intersection: 4: Brandywine Ave & Shinohara Ln Movement EB EB NB NB NB SB SB Directions Served L R L T T T TR Maximum Queue (ft) 63 91 74 206 135 122 130 Average Queue (ft) 23 45 53 61 15 43 50 95th Queue (ft) 54 74 84 164 79 92 106 Link Distance (ft) 326 465 465 818 818 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 250 50 Storage Blk Time (%) 14 2 Queuing Penalty (veh) 13 3 Queuing and Blocking Report Existing + Project at 25 per KSF PM 07/14/2022 Chula Vista Shinohara SimTraffic Report Page 2 Intersection: 4: Brandywine Ave & Shinohara Ln Movement EB EB NB NB NB SB SB Directions Served L R L T T T TR Maximum Queue (ft) 75 103 75 434 344 164 181 Average Queue (ft) 27 47 68 208 93 66 76 95th Queue (ft) 62 79 86 396 269 128 145 Link Distance (ft) 326 465 465 818 818 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) 250 50 Storage Blk Time (%) 35 3 Queuing Penalty (veh) 71 11 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3408 Chula Vista Shinohara N:\3408\Report\Appendix.3408.doc APPENDIX I MAIN STREET AND SHINOHARA LANE PROPOSED ROADWAY CROSS SECTIONS 7/13/22, 8:56 PM Main Street / Brandywine Avenue intersection eastbound movement – Streetmix https://www.streetmix.net/-/1885557 1/1 7/13/22, 9:17 PM Brandywine Avenue / Shinohara Lane intersection eastbound movement – Streetmix https://www.streetmix.net/-/1885566 1/1