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Attachment 8O - Local Mobility Analysis with Appendix
LOCAL MOBILITY ANALYSIS CHULA VISTA NIRVANA Chula Vista, California January 12, 2023 LLG Ref. 3-21-3405 Prepared by: Under the Supervision of: Renald Espiritu John Boarman, P.E. Transportation Engineer II Principal LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx i EXECUTIVE SUMMARY The Nirvana Business Park is an industrial complex consisting of three two-story buildings and one three-story storage facility totaling 299,218 square feet on 13.31 acres, located at 821 Main Street in the City of Chula Vista. The project site is identified as Tax Assessor parcel numbers – APN 644-050-13, 14 and a portion of 644-050-80. The project would construct four buildings as follows: Building 1 – a 60,430 square-foot warehouse with office and mezzanine Building 2 – a 48,658 square-foot warehouse with office and mezzanine Building 3 – a 140,802 square-foot, 3-story self-storage building Building 4 – a 49,328 warehouse with office and mezzanine The site is General Plan designated IL – Limited Industrial and Zoned (ILP) Limited Industrial. The proposed light industrial uses include primarily warehouse and manufacturing, assembly, storage, and warehouse distribution. The self-storage facility will feature interior and exterior accessible storage spaces, with surface loading and elevators for upper floors. Hours of operation for the business park are planned to be Monday through Friday 6:00 a.m. to 6:00 p.m. and Saturday 6:00 a.m. to noon. The self-storage facilities will have 24/7 access. VMT ANALYSIS 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 16.43 VMT/employee. Hence, 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 The proposed Project is calculated to generate 1,549 daily trips with 156 AM peak hour trips (134 inbound / 22 outbound) and 177 PM peak hour trips (43 inbound / 134 outbound). The Project traffic was distributed along Main Street based on the site location, access to the 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. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx ii 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. Based on the established criteria, no substantial effects are calculated in terms of intersection capacity for the project. Therefore, improvements are not required under these analyses. QUEUE AND SIGHT DISTANCE ANALYSIS The Project’s access would be via an unsignalized driveway from Nirvana Avenue from an existing easement. The driveway will be approximately 28 feet wide and serve as full access. The driveway will be fronting a two-lane undivided roadway that primarily serves business along Nirvana Avenue and Energy Way. Based on Synchro simulation, under Existing + Project conditions, the 95th percentile eastbound left-turn queue at the Main Street / Nirvana Avenue intersection is calculated to be 173’ or less (approximately 7 vehicles, assuming an average car length of 25’) during the AM and PM peak hours. Therefore, the existing storage of 220 feet is expected to be able to accommodate the eastbound left-turn queue. Also, based on our field observations, sight distance requirements are met for both eastbound and westbound approaches. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx iii 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 ......................................................................... 10 5.0 Local Mobility Analysis Approach and Methodology .......................................................... 12 5.1 Analysis Approach ............................................................................................................ 12 5.2 Analysis Methodology ...................................................................................................... 12 5.3 Pedestrian Mobility ........................................................................................................... 12 5.4 Bicycle Mobility ............................................................................................................... 12 5.5 Transit Mobility ................................................................................................................ 13 6.0 Substantial Effect Criteria ...................................................................................................... 14 7.0 Analysis of Existing Conditions .............................................................................................. 15 8.0 Trip Generation/Distribution/Assignment ............................................................................ 16 8.1 Trip Generation ................................................................................................................. 16 8.2 Trip Distribution/Assignment ........................................................................................... 16 9.0 Analysis of Existing + Project Conditions ............................................................................. 20 10.0 Access Assessment .................................................................................................................... 23 10.1 Queueing Analysis ............................................................................................................ 23 10.2 Sight Distance ................................................................................................................... 24 11.0 Active Transportation ............................................................................................................. 26 11.1 Pedestrian Mobility ........................................................................................................... 26 11.2 Bicycle Mobility ............................................................................................................... 26 11.3 Transit Mobility ................................................................................................................ 26 12.0 Conclusions ............................................................................................................................... 28 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx iv APPENDICES APPENDIX A. Intersection Manual Count Sheets; Signal Timing Plans B. SANDAG Screening Map C. Intersection Methodology and City of Chula Vista Transportation Study Guidelines synchro parameter specifications 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 and the City of Chula Vista Design and Construction Standard Drawings 2017 on sight distance calculations G. Bus Route Map and Schedule LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx v 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 .......................................................................................... 8 Figure 3–2 Existing Traffic Volumes ................................................................................................ 9 Figure 8–1 Project Traffic Distribution ........................................................................................... 18 Figure 8–2 Project Traffic Volumes ................................................................................................ 19 Figure 9–1 Existing + Project Traffic Volumes .............................................................................. 22 LIST OF TABLES SECTION—TABLE # PAGE Table 4–1 Project Vehicle Miles Traveled Analysis .......................................................................... 11 Table 6–1 Threshold for Determining a Project’s Substantial Traffic Effect ..................................... 14 Table 7–1 Existing Intersection Operations ........................................................................................ 15 Table 8–1 Project Trip Generation ..................................................................................................... 17 Table 9–1 Existing + Project Intersection Operations ........................................................................ 21 Table 10–1 Queue Summary .............................................................................................................. 24 Table 10–2 Sight Distance Calculations ............................................................................................. 25 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx 1 LOCAL MOBILITY ANALYSIS CHULA VISTA NIRVANA Chula Vista, California January 12, 2023 1.0 INTRODUCTION Linscott, Law and Greenspan, Engineers (LLG) has prepared this Local Mobility Analysis to assess the impacts to the street system as a result of the proposed Chula Vista Nirvana Project. The Project proposes to develop approximately 158,416 SF of warehousing facility and 140,802 SF of storage building on the north side of Main Street and east of Nirvana Avenue 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 Local Mobility 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 Conclusions LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx 2 2.0 PROJECT DESCRIPTION The Nirvana Business Park is an industrial complex consisting of three two-story buildings and one three-story storage facility totaling 299,218 square feet on 13.31 acres, located at 821 Main Street in the City of Chula Vista. Site access is proposed via one unsignalized driveway from Nirvana Avenue from an existing easement. The project site is identified as Tax Assessor parcel numbers – APN 644-050-13, 14 and a portion of 644-050-80. The project would construct four buildings as follows: Building 1 – a 60,430 square-foot warehouse with office and mezzanine Building 2 – a 48,658 square-foot warehouse with office and mezzanine Building 3 – a 140,802 square-foot, 3-story self-storage building Building 4 – a 49,328 warehouse with office and mezzanine The site is General Plan designated IL – Limited Industrial and Zoned (ILP) Limited Industrial. The proposed light industrial uses include primarily warehouse and manufacturing, assembly, storage, and warehouse distribution. The self-storage facility will feature interior and exterior accessible storage spaces, with surface loading and elevators for upper floors. Hours of operation for the business park are planned to be Monday through Friday 6:00 a.m. to 6:00 p.m. and Saturday 6:00 a.m. to noon. The self-storage facilities will have 24/7 access. 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: 11:13 AMDate: 7/7/2021N:\3405\Figures Vicinity Map Figure 2-1 [ Chula Vista Self Storage §¨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:\3405\FiguresDate: 07/08/21Chula Vista Self StorageProject Site '::+36 '::+36 '::+36 '::+36 '::+36 '::+36 '::+36'::+36 '::+36 '::+36 '::+36 TTTTFIRE LANE (HATCHED)LANDSCAPE AND PAVEMENT, WHERE OCCURSWITHIN THE LOADING ANDUNLOADING ACCESS AISLE PAINTTHE WORD "NO PARKING" IN 12"HIGH LETTERS MIN.NOTE:PAINT DIRECTIONAL ARROWS AT DRIVEWAY AND ENTRY PARKING AS REQUIRED PER CITY STANDARDS0" CONCRETE CURBCONCRETE CURBCONCRETE WHEEL STOP4" WIDE STRIPE PAINTEDBLUE4" WIDE STRIPINGPAINTED WHITE, TYP. NO PARKINGSLOPE DN8.33% MAX.REGULAR STALL9'-0"9'-0" 8'-0"2'-0".19'-0"TYP3'-0"ACCESSIBLE STALL8'-10"8'-0" @ VANLINE OF SIGHT101113102110109119117117107119113113113103104106105TYP.105103104103104103104106103104TYP.1051051061031041071141151141151191071041031151141071151141081 9 '-0 " 2 4 '-0 " 1 9 '-0 " 19'-0"24'-0" 19'-0"101BUILDING 1(INDUSTRIAL)BUILDING TYPE VBCLEAR HT: 28'FOOTPRINT: 58,780 SFMEZZANINE: 1,650 SFGROSS FLOOR AREA: + 60,430 SFBUILDING 2(INDUSTRIAL)BUILDING TYPE VBCLEAR HT: 28'FOOTPRINT: 44,670 SFMEZZANINE: 3,985 SFGROSS FLOOR AREA: + 48,658 SFBUILDING 3(SELF-STORAGE)BUILDING TYPE IIBFOOTPRINT: 46,934 SF3-STORY BUILDINGGROSS FLOOR AREA: + 140,802 SFBUILDING 4(INDUSTRIAL)BUILDING TYPE VBCLEAR HT: 28'FOOTPRINT: 47,101 SFMEZZANINE: 2,227 SFGROSS FLOOR AREA: + 49,328 SFOFFICE W/ MEZZANINE(1,650 SF)OFFICE W/MEZZANINE(951 SF)OFFICE W/ MEZZANINE (1,443 SF)OFFICE IF NEEDED(784 SF)OFFICE W/ MEZZANINE(813 SF)OFFICE W/ MEZZANINE(1,414 SF)26'-0"36'-0"26'-0"SETBACK TO FACE OF CURB15'-0"3'-6"WIDE BATTER WALL11'-6"SETBACK15'-0"83'-8"5'-0" 9'-8"52'-4"60'-0"101MAIN STREET332313741465058677412113013814414984941041141591691791891952002142542632722812902052162242322402453093001185 '-0"1185'-0"9 '-0 "19'-0"42'-11"24'-0"9'-0"5'-0"10'-0"3'-0"1241241242A1.010725,697 SF33,058 SF60'-0"DEMISING WALL IF NEEDED FOR 2 TENANTS7,402 SF11,619 SFOFFICE W/ MEZZANINE (1,594 SF)25,627 SFLOADING PLATFORM W/DOCK LEVELER & LADDER26'-0"13'-0"ASPHALTASPHALTASPHALT107ASPHALT1084' DEPRESSED13'-0" x 60'-0" DOCK WELLCAN ACCOMMODATE DOUBLE SWING GATECAN ACCOMMODATE DOUBLE SWING GATENIRVANA STREET6 0 '-0 "2 2 '-0 "ASPHALT60'-0"CLEARANCE30'-0"1 5 '-0 " 1 5 '-0 "30'-10"52'-0"52'-0"52'-0"52'-0"52'-0"30'-10"OFFICE IF NEEDED(1,159 SF)16'-0"34'-5"CANOPYCANOPY26'-0"11111111111111111111111111111110111910719'-0"24'-0"19'-0"40'-6"19'-0"24'-0"19'-0"9'-0"9'-0"9,756 SF11,218 SF26,127 SFOFFICE (1,207 SF)14'-6"14'-6"30'-0"10'-0"10'-0"30'-0"10'-0"10'-0"1(B1)2(B1)3(B1)4(B1)5(B1)6(B1)7(B1)8(B1)9(B1)10(B1)11(B1)12(B1)13(B1)14(B1)15(B1)16(B1)17(B1)19(B1)18(B1)22(B1)23(B1)24(B1)25(B1)26(B1)27(B1)29(B1)28(B1)32(B1)33(B1)31(B1)30(B1)20(B1)21(B1)34(B1)35(B1)36(B1)37(B1)38(B1)39(B1)40(B1)41(B1)42(B1)43(B1)44(B1)45(B1)46(B1)75(B1)76(B1)77(B1)78(B1)79(B1)80(B1)81(B1)82(B1)83(B1)84(B1)85(B1)86(B1)87(B1)88(B1)89(B1)90(B1)91(B1)92(B1)93(B1)94(B1)95(B1)96(B1)97(B1)98(B1)99(B1)100(B1)103(B1)104(B1)101(B1)102(B1)105(B1)106(B1)107(B1)108(B1)109(B1)110(B1)111(B1)112(B1)113(B1)114(B1)150(B2)151(B2)152(B2)153(B2)154(B2)155(B2)156(B2)157(B2)158(B2)159(B2)160(B2)161(B2)162(B2)163(B2)164(B2)165(B2)166(B2)167(B2)168(B2)169(B2)170(B2)171(B2)172(B2)173(B2)174(B2)175(B2)176(B2)177(B2)178(B2)179(B2)180(B2)181(B2)182(B2)183(B2)184(B2)185(B2)186(B2)187(B2)188(B2)189(B2)190(B2)191(B2)192(B2)193(B2)194(B2)195(B2)47(B1)48(B1)49(B1)50(B1)51(B1)52(B1)53(B1)54(B1)55(B1)56(B1)57(B1)58(B1)59(B1)60(B1)61(B1)62(B1)63(B1)64(B1)65(B1)66(B1)67(B1)68(B1)69(B1)70(B1)71(B1)72(B1)73(B1)74(B1)115(B2)116(B2)117(B2)118(B2)119(B2)120(B2)121(B2)122(B2)123(B2)124(B2)125(B2)126(B2)127(B2)128(B2)129(B2)130(B2)131(B2)132(B2)133(B2)134(B2)135(B2)136(B2)137(B2)138(B2)139(B2)140(B2)141(B2)142(B2)143(B2)144(B2)145(B2)146(B2)147(B2)148(B2)149(B2)196(B3)206(B3)207(B3)208(B3)209(B3)210(B3)211(B3)212(B3)213(B3)214(B3)246(B4)247(B4)248(B4)249(B4)250(B4)251(B4)252(B4)253(B4)254(B4)255(B4)256(B4)257(B4)258(B4)259(B4)260(B4)261(B4)262(B4)263(B4)264(B4)265(B4)266(B4)267(B4)268(B4)269(B4)270(B4)271(B4)272(B4)273(B4)274(B4)275(B4)276(B4)277(B4)278(B4)279(B4)280(B4)281(B4)282(B4)283(B4)284(B4)285(B4)286(B4)287(B4)288(B4)289(B4)290(B4)215(B4)216(B4)217(B4)218(B4)219(B4)220(B4)221(B4)222(B4)223(B4)224(B4)225(B4)226(B4)227(B4)228(B4)229(B4)230(B4)231(B4)232(B4)233(B4)234(B4)235(B4)236(B4)237(B4)238(B4)239(B4)240(B4)241(B4)242(B4)243(B4)244(B4)245(B4)291(B4)292(B4)293(B4)294(B4)295(B4)296(B4)297(B4)298(B4)299(B4)300(B4)301(B4)302(B4)303(B4)304(B4)305(B4)306(B4)307(B4)308(B4)309(B4)197(B3)198(B3)199(B3)200(B3)201(B3)202(B3)203(B3)204(B3)205(B3)124124124FIRE PUMP HOUSEFIRE CONTROL ROOM:25 SFFIRE CONTROL ROOM:22 SFKEYNOTES:LEGENDNSCALE: 1/8" = 1'-0"3TYPICAL PARKING STALLSNTS2Retaining Wall SectionSCALE: 1" = 80'-0"1SITE PLAN101 PROPERTY LINE, SEE CIVIL DRAWINGS.102 ACCESSIBLE ENTRY SIGNAGE, SEE 6/A8.1.103 ACCESSIBLE PARKING STALL WITH SIGNAGE.104 VAN ACCESSIBLE PARKING STALL WITH SIGNAGE.105 PAINTED PARKING STRIPING PER CITY STANDARDS.106 2'-0" PARKING OVERHANG.107 TRASH ENCLOSURE WITH RECYCLE BIN. FOOD WASTE AND ORGANICS WILLBE RECYCLED AND NOT DISPOSED IN LANDFILL. CONCRETE APRON INFRONT OF ENCLOSURE EXTENDS 12'-0" FROM THE GATES AND OVERHANGSAT LEAST 2'-0" ON EACH SIDE OF ENCLOSURE.108 ACCESSIBLE PATH OF TRAVEL. 1:20 MAX. SLOPE, 2% MAX. CROSS SLOPE,SEE CIVIL DRAWINGS.109 FIRE LANE ENTRY SIGNAGE, SEE 7/A8.1.110 FIRE LANE SIGNAGE, SEE 8/A8.1.111 FIRE LANE (MINIMUM OF 24'-0" IN WIDTH AND WITH AN UNOBSTRUCTEDVERTICAL CLEARANCE OF 13'-6" THROUGHOUT).113 BATTER RETAINING WALL (PLANTED).114 BIKE RACK.115 AMENITY AREA - REFER TO LANDSCAPE PLANS.117 PROPOSED DRAINAGE EASEMENT TO CITY OF CHULA VISTA.118 5'-0" SETBACK FROM FACE OF RETAINING WALL TO BACK OF CURB.119 VERTICAL SOIL NAIL CONCRETE RETAINING WALL ALONG NORTH EDGE OFPROPERTY. REFER TO LANDSCAPE SHEET 5.1 FOR SECTION.124 19 PARKING SPACES (B3) FOR STORAGE FACILITY.Site PlanFigure 2-3N:\3405\FiguresDate: 01/25/23Chula Vista Self Storage LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx 6 3.0 EXISTING CONDITIONS Effective evaluation of the traffic impacts associated with the proposed Chula Vista Nirvana requires an understanding of the existing transportation system within the project area. Figure 3–1 shows an existing conditions diagram, including signalized intersections and lane configurations. The study area includes the following intersections: 1. Main Street / Brandywine Avenue 2. Main Street / Auto Park Place 3. Main Street / Auto Park Avenue 4. Main Street / Maxwell Road 5. Main Street / Nirvana Avenue 6. Nirvana Avenue / Project Driveway 3.1 Existing Transportation Conditions The following is a description of the existing street network in the study area. 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 from west of Brandywine Avenue to east of Auto Park Avenue. From approximately 800 feet west of Maxwell Road to east of Nirvana Avenue, Main Street is built as a five-lane divided roadway (three westbound lanes and two eastbound lanes). 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 Brandywine Avenue is 45 mph and 50 mph east of Brandywine Avenue. In addition, it should be noted that Main Street serves as the primary access to the North Island Credit Union Amphitheater, which hosts many events throughout the year. Project traffic will mix with event traffic at times. However, the majority of these events are held in the evening and on weekends outside of peak Project commuter times. 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 four-lane undivided roadway with a two-way left-turn lane north of 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. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx 7 Auto Park 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. There is no posted speed limit. Maxwell Road is a non-classified roadway in the City of Chula Vista General Plan Land Use and Transportation Element. It is currently constructed as a three-lane undivided roadway with intermittent turning lanes north of Main Street. Sidewalks are provided on both sides of the roadway. Bike lanes are not provided. Curbside parking is not permitted. The posted speed limit is 35 mph. Nirvana 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. Curbside parking in permitted on both sides of the roadway. The posted speed limit is 25 mph. 3.2 Existing Traffic Volumes Peak hour intersection turning movement volume counts were conducted at the study area intersections, on Thursday, February 27, 2020. These counts were obtained from a City of Chula Vista Senior Civil Engineer staff in the Engineering and Capital Projects Department. No adjustments were made as counts were conducted pre-Covid and while schools were in session. Figure 3–2 shows the Existing traffic volumes and Appendix A contains the Existing Count Sheets. AutoParkAveMaxwellRdAutoParkPlN i r v a n a A v eBrandywineAveMainSt 1 2 3 4 5 6 Time: 2:19 PMDate: 8/4/2021N:\3405\Figures Existing Conditions DiagramFigure 3-1 [ Chula Vista Self Storag e Êe e e Êe e e Êe e e Êe e e Êe e e Main St Gated DwyMain St Nirvana AveAuto Park AveAuto Park PlBrandywine AveMain StMain StMain St Maxwell RdNirvana AveProj DwyDJLDJJKDDKDJJJLDJJJLDKDJJJLDKAJJJLDJJJDLDDJJFLAJJKGDDJJHLJJK1234 6 5 4U+BLBL35mph6D 45mph 6D 50mph BLBL 5D 3U2U25mph5 D 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 Future AutoParkAveMaxwellRdAutoParkPlN i r v a n a A v eBrandywineAveMainSt 1 2 3 4 5 6 Time: 2:20 PMDate: 8/4/2021N:\3405\Figures Existing Traffic VolumesFigure 3-2 [ Chula Vista Self Storag e J JLLJDJDDLD L LDDLJJDLD J LJ LDLJDJLDDLJDLD LJLDLJJDJJAuto Park AveAuto Park PlBrandywine AveGated DwyMain StMain St Maxwell RdNirvana AveMain St Nirvana AveMain StMain St Proj Dwy8 / 19745 / 783 80 / 65433 / 48016 / 691 / 82669 / 95511 / 16 258 / 334 62 / 75 14 / 927 / 192 / 92 / 85 / 10 58 / 40 732 / 941 732 / 748 15 / 4516 / 7657 / 82 0 / 12 / 151 / 12 / 71 / 22 / 3737 / 947 14 / 6722 / 779 136 / 22726 / 44200 / 135 20 / 35590 / 7311 / 0 4 / 09 / 71 / 8522 / 653 46 / 1549 / 4917 / 40565 / 605 415 / 581138 / 135 55 / 203155 / 1751 2 3 4 6 5 Future Study Intersections Intersection AM/PM Peak Hour Volumes # DJL LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx 10 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 A SANDAG VMT calculation tool was used instead of the SANDAG regional travel demand model. 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 16.43 VMT/employee. Hence, 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 two SANDAG screening maps. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx 11 TABLE 4–1 PROJECT VEHICLE MILES TRAVELED ANALYSIS VMT per Employee Geography VMT per Employee Exceeds Threshold? San Diego Region 18.9 – Significance Threshold for Industrial Employment (at Regional Average VMT) 18.9 – Project Site Chula Vista Nirvana 16.43 No Source: SANDAG VMT Employee Screening Tool for the City of Chula Vista LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx 12 5.0 LOCAL MOBILITY ANALYSIS APPROACH AND METHODOLOGY 5.1 Analysis Approach This traffic analysis assesses the study area intersections for the Existing and Existing + Project scenarios to determine the potential impacts to the road network. The Project’s expected Opening Year is approximately end of 2023/beginning of 2024. 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 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. 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. In addition, parameters specified in Appendix G of the City of Chula Vista Transportation Study Guidelines were incorporated in the Synchro files. These parameters are included in Appendix C. 5.3 Pedestrian Mobility The Project’s pedestrian network connectivity was evaluated by reviewing the existing pedestrian network as discussed in Section 11.0. 5.4 Bicycle Mobility The Project’s bicycle network connectivity was evaluated by reviewing the existing bicycle network as discussed in Section 11.0. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx 13 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. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx 14 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. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx 15 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. City-provided signal timing plans were used as the basis of the analysis. 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. Main Street / Brandywine Avenue Signal AM 43.4 D PM 50.1 D 2. Main Street / Auto Park Place Signal AM 3.6 A PM 18.7 B 3. Main Street / Auto Park Avenue Signal AM 1.9 A PM 1.7 A 4. Main Street / Maxwell Road Signal AM 24.6 C PM 30.9 C 5. Main Street / Nirvana Avenue Signal AM 9.4 A PM 12.8 B 6. Nirvana Avenue / Project Driveway MSSCc AM DNE DNE PM DNE DNE 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. General Notes: 1. DNE – does not exist. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx 16 8.0 TRIP GENERATION/DISTRIBUTION/ASSIGNMENT 8.1 Trip Generation The Project proposes to develop approximately 158,416 SF of warehousing facility and 140,802 SF of storage building. Table 8–1 summarizes the Project trip generation calculations. As shown in Table 8–1, the proposed Project is calculated to generate 1,549 daily trips with 156 AM peak hour trips (134 inbound / 22 outbound) and 177 PM peak hour trips (43 inbound / 134 outbound). 8.2 Trip Distribution/Assignment The Project traffic was distributed along Main Street based on the site location, access to the 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. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx 17 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 Industrial Park (no commercial) 158,416 SF 8 /KSFb 1,267 11% 90 : 10 125 14 139 12% 20 : 80 30 122 152 Storage Building 140,802 SF 2 /KSFc 282 6% 50 : 50 9 8 17 9% 50 : 50 13 12 25 Total 1,549 134 22 156 43 134 177 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 industrial park (no commercial) rate of 8/1,000 SF. c. Rates are based on storage rate of 2/1,000 SF. AutoParkAveMaxwellRdAutoParkPlN i r v a n a A v eBrandywineAveMainSt 1 2 3 4 5 6 Time: 2:21 PMDate: 8/4/2021N:\3405\Figures Project Traffic DistributionFigure 8-1 [ Chula Vista Self Storag eDljJjJjJJjldLDdL Main StMain StMain St Auto Park AveAuto Park PlBrandywine AveGated DwyMain St Maxwell RdNirvana AveNirvana AveMain St Proj Dwy 1 2 3 4 6 5 10%80%90%90%90%90%10%100%10%80%90%90%90% 10% 90%100%Study Intersection Inbound Trip Distribution Outbound Trip Distribution Regional Trip Distribution # XX % DJL djl 80%10%90% 90%1 0 % 100% AutoParkAveMaxwellRdAutoParkPlN i r v a n a A v eBrandywineAveMainSt 1 2 3 4 5 6 Time: 9:47 AMDate: 1/11/2023N:\3405\Figures Project Traffic VolumesFigure 8-2 [ Chula Vista Self Storag eDLJJJJJJJJLDLDDLAuto Park AveAuto Park PlBrandywine AveMain StMaxwell RdNirvana AveGated DwyMain StMain StMain St Nirvana AveMain St Proj Dwy13 / 42 / 1318 / 108 108 / 35 20 / 121 121 / 39 20 / 121 121 / 39 121 / 39 20 / 121 20 / 1212 / 1313 / 4 121 / 39 22 / 134 134 / 431 2 3 4 6 5 Study Intersections Intersection AM/PM Peak Hour Volumes # DJL LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx 20 9.0 ANALYSIS OF EXISTING + PROJECT CONDITIONS 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. Figure 9–1 shows the Existing + Project traffic volumes. Appendix E contains the Existing + Project intersection analysis worksheets. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx 21 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 Δc Delaya LOSb Delay LOS 1. Main Street / Brandywine Avenue Signal AM 43.4 D 45.3 D 1.9 PM 50.1 D 53.9 D 3.8 2. Main Street / Auto Park Place Signal AM 3.6 A 3.8 A 0.2 PM 18.7 B 19.4 B 0.7 3. Main Street / Auto Park Avenue Signal AM 1.9 A 2.2 A 0.3 PM 1.7 A 1.8 A 0.1 4. Main Street / Maxwell Road Signal AM 24.6 C 25.0 C 0.4 PM 30.9 C 31.4 C 0.5 5. Main Street / Nirvana Avenue Signal AM 9.4 A 14.3 B 4.9 PM 12.8 B 15.3 B 2.5 6. Nirvana Avenue / Project Driveway MSSCd AM DNE DNE 10.7 B – PM DNE DNE 14.1 B – Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service. c. Δ denotes an increase in delay due to project. d. MSSC – Minor Street Stop Controlled intersection. Worst-case movement approach delay and LOS reported. General Notes: 1. DNE – does not exist. AutoParkAveMaxwellRdAutoParkPlN i r v a n a A v eBrandywineAveMainSt 1 2 3 4 5 6 Time: 9:47 AMDate: 1/11/2023N:\3405\Figures Existing + Project Traffic VolumesFigure 9-1 [ Chula Vista Self Storag e J JLLJDJDDLD L LDDLJJDLD J LJ LDLJDJLDDLJDLD LJLDLJJDJDLJAuto Park AveAuto Park PlBrandywine AveGated DwyMain StMain St Maxwell RdNirvana AveMain St Nirvana AveMain StMain St Proj Dwy8 / 19853 / 818 82 / 78433 / 48016 / 6104 / 86687 / 1,06311 / 16 258 / 334 62 / 75 14 / 927 / 192 / 92 / 85 / 10 58 / 40 752 / 1,062 853 / 787 15 / 4516 / 7657 / 82 0 / 12 / 151 / 12 / 71 / 22 / 3757 / 1,068 14 / 6843 / 818 136 / 22726 / 44200 / 135 20 / 35610 / 8521 / 0 4 / 09 / 71 / 8643 / 692 66 / 27511 / 6230 / 44565 / 605 415 / 581259 / 174 55 / 20322 / 134 134 / 43155 / 1751 2 3 4 6 5 Study Intersections Intersection AM/PM Peak Hour Volumes # DJL LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx 23 10.0 ACCESS ASSESSMENT As described in Section 2.0, the Project’s access would be via an unsignalized driveway from Nirvana Avenue from an existing easement. The driveway will be approximately 28 feet wide and serve as full access. The driveway will be fronting a two-lane undivided roadway that primarily serves business along Nirvana Avenue and Energy Way. No traffic is expected to make a southbound left-turn into the site and a westbound right-turn out of the site as Nirvana Avenue reaches a terminus north of the Project site. The Project driveway is calculated to operate at LOS B. As part of the civil engineering plan preparation, truck turning template analyses were conducted at the Project driveway. In addition, Main Street and Nirvana Avenue currently serve heavy trucks. Therefore, heavy trucks can be accommodated in the study area. 10.1 Queueing Analysis Access to the site will be via one driveway on Nirvana Avenue as described above. A two-lane undivided roadway will be along the Project frontage; however, the entire inbound Project traffic volume is anticipated to traverse on Main Street. No traffic is expected to make a left-turn into the site, therefore, a left-turn lane is not necessary and no queue issue is anticipated. Likewise, the westbound right-turn movement on Main Street entering Nirvana Avenue is anticipated to have no queue issues since the vast majority of Project traffic will access the site from the west. Consideration was given to analyzing the southbound right-turn queue. However, the southbound right-turn movement on Nirvana Avenue entering Main Street is anticipated to have no queue issues since this outbound traffic will make a southbound right-turn movement during either a green phase for the southbound movements or a protected right-turn overlap green phase. In order to ensure vehicular queues turning into Nirvana Avenue won’t exceed the eastbound left-turn pocket of the Main Street / Nirvana Avenue intersection, resulting in potential congestion and backups along Main Street, a queuing analysis was conducted using simulation provided by the SimTraffic analysis software. Per the City of Chula Vista Transportation Study Guidelines, if actual heavy vehicle percentage data is not available, the minimum recommended value is 3%. Therefore, the synchro files consider that 3% 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. Given that an average car length is 25 feet, the queue length value can also be presented in number of vehicles. Table 10–1 shows the queue summary results under Existing + Project conditions. As shown in Table 10–1, the 95th percentile eastbound left-turn queue at the Main Street / Nirvana Avenue intersection is calculated to be 173’ or less (approximately 7 vehicles, assuming an average car length of 25’) 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. Therefore, the existing eastbound left-turn storage of 220 feet at the Main Street / Nirvana Avenue intersection is expected to be able to accommodate the Project-induced increase in queue. Appendix F contains the Existing + Project queue calculation worksheets. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx 24 TABLE 10–1 QUEUE SUMMARY Intersection Movement Peak Hour Existing + Project Storage Queue Length 5. Main St / Nirvana Ave EBL AM 220’ 173’ PM 114’ 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 (no drawings/plans were prepared, rather, only field measurements were conducted) to determine whether or not the minimum required intersection sight distances can be achieved for drivers turning left from the Project driveway. 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 would 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. AASHTO recommends adjusting the intersection sight distance accordingly only for approaches with vertical grades exceeding -3% or +3%. Per the above guidelines, the intersection distance for both left and right approaches of the minor leg must be determined for vehicles turning left out of the driveway. Looking left from the driveway, the minimum required intersection sight distance is 386 feet, and looking right from the driveway towards the westbound approach the sight distance is 423 feet. Based on our field observations, sight distance requirements are met for both eastbound (386 feet) and westbound (423 feet) approaches. Table 10–2 shows the sight distance calculations. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx 25 TABLE 10–2 SIGHT DISTANCE CALCULATIONS Equation Vmajora Viewing Direction tgb ISDc ISD = 1.47 Vmajor tg 25 mph Traffic approaching minor road from the left 10.5 seconds 386 feet Traffic approaching minor road from the right 11.5 seconds 423 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. Similarly, based on CVSD RWY-05 of the City of Chula Vista Design and Construction Standard Drawings 2017, the required corner sight distance for drivers turning left from the Project driveway onto a major road with a design speed of 25 mph is 280 feet for both eastbound and westbound approaches. However, this does not take into account the time gap adjustment factor for a roadway with combination trucks which would equate to 423 feet per the AASHTO manual. To be conservative, sight distance requirement were based on 423 feet for both the eastbound and westbound approaches. Appendix F contains excerpts from AASHTO and the City of Chula Vista Design and Construction Standard Drawings 2017, and a figure showing the results. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx 26 11.0 ACTIVE TRANSPORTATION 11.1 Pedestrian Mobility Nirvana Avenue – Within the study area, Nirvana Avenue currently provides contiguous sidewalks on both sides north and south of the Project site. The nearest signalized intersection is less than ¼ mile south of the Project site, at the Main Street / Nirvana 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 with the exception of east of Nirvana Avenue where contiguous sidewalks are provided on the north side only. Signalized intersections are less than ½ mile apart along Main Street, and provides a controlled crossing location with pedestrian push buttons and crosswalks. Crosswalks with pedestrian phase are provided on the north and east legs of the Main Street / Nirvana Avenue intersection. ADA curb ramps with detectable warning strips are provided as well. 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 time since the Project is in industrial and there are no retail or restaurant opportunities within a mile of the Project site that would encourage pedestrian activity. Per the City of Chula Vista Capital Improvement Projects, STM388 states that Main Street would be widened eastbound to include a third thru lane, a continuation of the Class II bike lane, curb, gutter and sidewalk. The timing and bidding for this improvement is expected to occur Fall 2022. 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 within the study area. There are currently no bike lanes or bike routes provided on Nirvana Avenue within the study area. None are planned along this new Mobility Element street. Based on the City of Chula Vista Active Transportation Plan, a Class IV Cycle Track is planned to be constructed on Heritage Road east of the Project site. The Project will generate very little biking time since the Project is in industrial and there are no retail or restaurant opportunities within a mile of the Project site that would encourage bicycle activity. 11.3 Transit Mobility The nearest bus stops (one northbound on Brandywine Avenue and one westbound on Main Street) are located approximately 1 mile from the Project site. Benches are provided at both of these locations, at the Main Street / Brandywine Avenue intersection. There are multiple bus stops along Main Street. 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 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx 27 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. Appendix G contains the bus route schedule and map. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx 28 12.0 CONCLUSIONS The Nirvana Business Park is an industrial complex consisting of three two-story buildings and one three-story storage facility totaling 299,218 square feet on 13.31 acres, located at 821 Main Street in the City of Chula Vista. 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 16.43 VMT/employee. Hence, the Project would not require a VMT analysis and the Project is presumed to have a less than significant VMT impact. Local Mobility Analysis (LMA) 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. Based on the established criteria, no substantial effects are calculated in terms of intersection capacity for the project. Therefore, improvements are not required under these analyses. Queue and Sight Distance Analysis The Project’s access would be via an unsignalized driveway from Nirvana Avenue from an existing easement. The driveway will be approximately 28 feet wide and serve as full access. The driveway will be fronting a two-lane undivided roadway that primarily serves business along Nirvana Avenue and Energy Way. Based on Synchro simulation, under Existing + Project conditions, the 95th percentile eastbound left-turn queue at the Main Street / Nirvana Avenue intersection is calculated to be 173’ or less (approximately 7 vehicles, assuming an average car length of 25’) during the AM and PM peak hours. Therefore, the existing storage of 220 feet is expected to be able to accommodate the eastbound left-turn queue. Also, based on our field observations, sight distance requirements are met for both eastbound and westbound approaches. Active Transportation Pedestrian Mobility Contiguous sidewalks are present on both sides north and south of the Project site along Nirvana Avenue. The sidewalks are continuous between the Project driveway and the nearest signalized intersection less than ¼ mile south of the Project site, at the Main Street / Nirvana Avenue intersection. Main Street currently provides contiguous sidewalks on the north side and non- contiguous sidewalks on the south side with the exception of east of Nirvana Avenue where contiguous sidewalks are provided on the north side only. Signalized intersections are less than ½ mile apart along Main Street, and each signal provides a controlled crossing location with pedestrian LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\LMA.3405 January 2023 revised.docx 29 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. Bicycle Mobility A Class II bike lane is provided along Main Street within ¼ mile of the Project site. There are currently no bike lanes or bike routes provided on Nirvana Avenue within the study area. None are planned along this new Mobility Element street. Based on the City of Chula Vista Active Transportation Plan, a Class IV Cycle Track is planned to be constructed on Heritage Road east of the Project site. Transit Mobility The nearest bus stop is located approximately 1 mile from the Project site with benches provided at each location, at the Main Street / Brandywine Avenue intersection. There are multiple bus stops along Main Street. These stops are served by MTS bus route 704 which runs from the E Street Transit Center to the Palomar Street Transit Center. TECHNICAL APPENDICES CHULA VISTA NIRVANA Chula Vista, California January 12, 2023 LLG Ref. 3-21-3405 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\Appendix.3405.doc APPENDICES APPENDIX A. Intersection Manual Count Sheets; Signal Timing Plans B. SANDAG Screening Map C. Intersection Methodology and City of Chula Vista Transportation Study Guidelines synchro parameter specifications 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 and the City of Chula Vista Design and Construction Standard Drawings 2017 on sight distance calculations G. Bus Route Map and Schedule LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\Appendix.3405.doc APPENDIX A INTERSECTION MANUAL COUNT SHEETS; SIGNAL TIMING PLANS 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 T218 DATE:LOCATION:PROJECT #:SC2286 Thu, Feb 27, 20 NORTH & SOUTH:LOCATION #:246 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 3 1 0 0 0 0 6:30 AM 0 0 0 0 0 0 1 172 0 0 156 0 329 0 0 0 0 0 6:45 AM 0 0 0 0 0 1 2 184 0 0 165 0 352 0 0 1 0 1 7:00 AM 0 0 0 0 0 1 2 129 0 0 177 0 309 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 153 0 0 187 0 340 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 6 173 0 0 214 1 394 0 0 0 0 0 7:45 AM 0 0 0 1 0 0 6 206 0 0 196 0 409 0 0 0 0 0 8:00 AM 0 0 0 0 0 2 2 190 0 0 140 1 335 0 0 0 0 0 8:15 AM 0 0 0 0 0 2 4 145 0 0 126 3 280 0 0 0 0 0 8:30 AM 0 0 0 2 0 1 5 169 0 0 139 1 317 0 0 0 0 0 8:45 AM 0 0 0 2 0 0 2 194 0 0 142 1 341 0 0 1 1 2 9:00 AM 0 0 0 0 0 2 1 157 0 0 146 1 307 0 0 0 0 0 9:15 AM 0 0 0 0 0 1 2 154 0 0 165 0 322 0 0 1 0 1 VOLUMES 0 0 0 5 0 10 33 2,026 0 0 1,953 8 4,039 0 0 3 1 4 APPROACH %0%0%0%33%0%67%2%98%0%0%100%0% APP/DEPART 0 /41 15 /0 2,062 /2,032 1,962 /1,966 0 BEGIN PEAK HR VOLUMES 0 0 0 1 0 2 14 722 0 0 737 2 1,478 0 0 0 0 APPROACH %0%0%0%33%0%67%2%98%0%0%100%0% PEAK HR FACTOR 0.000 0.375 0.868 0.859 0.903 APP/DEPART 0 /16 3 /0 736 /723 739 /739 0 2:30 PM 0 0 0 1 0 1 0 172 0 0 193 3 370 0 0 1 0 1 2:45 PM 0 0 0 0 0 1 2 182 0 0 171 2 358 0 0 0 0 0 3:00 PM 0 0 0 0 0 5 1 220 0 0 209 0 435 0 0 0 0 0 3:15 PM 0 0 0 1 0 1 1 191 0 0 197 0 391 0 0 0 0 0 3:30 PM 0 0 0 0 0 3 0 237 0 0 248 0 488 0 0 0 0 0 3:45 PM 0 0 0 1 0 0 3 172 0 0 217 1 394 0 0 0 0 0 4:00 PM 0 0 0 0 0 3 2 179 0 0 285 2 471 0 0 0 1 1 4:15 PM 0 0 0 1 0 4 0 181 0 0 199 0 385 0 0 0 1 1 4:30 PM 0 0 0 1 0 4 3 205 0 0 208 1 422 0 0 0 0 0 4:45 PM 0 0 0 1 0 5 0 184 0 0 220 0 410 0 0 0 0 0 5:00 PM 0 0 0 0 0 1 0 170 0 0 249 0 420 0 0 0 0 0 5:15 PM 0 0 0 0 0 3 0 153 0 0 171 1 328 0 0 0 0 0 VOLUMES 0 0 0 6 0 31 12 2,246 0 0 2,567 10 4,875 0 0 1 2 3 APPROACH %0%0%0%16%0%84%1%99%0%0%100%0% APP/DEPART 0 /22 37 /0 2,259 /2,254 2,579 /2,599 0 BEGIN PEAK HR VOLUMES 0 0 0 2 0 7 6 779 0 0 947 3 1,745 0 0 0 1 APPROACH %0%0%0%22%0%78%1%99%0%0%100%0% PEAK HR FACTOR 0.000 0.750 0.828 0.826 0.894 APP/DEPART 0 /9 9 /0 785 /782 951 /954 0 Auto Park NORTH SIDE Main WEST SIDE EAST SIDE Main SOUTH SIDE Auto Park 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 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0 7:00 AM 1 0 0 0 1 1 0 0 0 1 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 0 2 0 0 0 0 0 0 2 0 0 2 7:45 AM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0 8:00 AM 0 1 0 1 2 0 0 0 0 0 0 1 0 1 2 8:15 AM 1 0 0 0 1 1 0 0 0 1 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 0 0 0 0 0 1 0 0 0 1 TOTAL 6 3 0 1 10 4 0 0 0 4 2 3 0 1 6 1 0 0 0 1 2:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:45 PM 2 0 0 0 2 1 0 0 0 1 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:45 PM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 4:00 PM 1 2 0 0 3 1 0 0 0 1 0 2 0 0 2 4:15 PM 1 1 0 0 2 0 0 0 0 0 1 1 0 0 2 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 2 0 0 0 2 0 0 0 0 0 2 0 0 0 2 5:15 PM 2 0 0 0 2 0 0 0 0 0 2 0 0 0 2 TOTAL 10 3 0 0 13 3 0 0 0 3 7 3 0 0 10 1 0 0 0 1AMPMAM7:15 AM PM3:15 PM PEDESTRIAN + BIKE CROSSINGS AM BEGIN PEAK HR 7:15 AM PM BEGIN PEAK HR 3:15 PM BICYCLE CROSSINGSPEDESTRIAN CROSSINGS U-TURNS Auto Park Auto Park Main Main INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Chula Vista Auto Park Main Add U-Turns to Left Turns 52 41 0 11 TOTAL 63 37 31 0 6 PM 22 15 10 0 5 AM 41 1,962 2,579 4,541 4,565 2,599 1,966 8 10 18 1,953 2,567 4,520 TOTALPMAM0 0 0 45 12 33 AMPMTOTAL4,272 2,246 2,026 0 0 0 2,032 2,254 4,286 4,321 2,259 2,062 0 AM 0 0 0 0 0 PM 0 0 0 0 0 TOTAL 0 0 0 0 12 9 0 3 TOTAL 25 9 7 0 2 PM 9 3 2 0 1 AM 16 739 951 1,690 1,693 954 739 2 3 5 737 947 1,684 TOTALPMAMAM 7:15 AM 9:15 AM 0 0 0 20 6 14 #N/A AMPMTOTAL1,501 779 722 PM 3:15 PM 5:15 PM 0 0 0 723 782 1,505 1,521 785 736 0 AM 0 0 0 0 0 PM 0 0 0 0 0 Total 0 0 0 0 Auto Park Auto Park Auto Park MainMainPEAK HOUR AimTD LLC TURNING MOVEMENT COUNTS Auto Park MainMainSC2286 ALL HOURS Chula Vista T218 DATE:LOCATION:PROJECT #:SC2286 Thu, Feb 27, 20 NORTH & SOUTH:LOCATION #:167 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:0 1 0 1 1 0 2 2 0 1 3 0 0 0 0 0 6:30 AM 0 0 0 7 0 40 53 128 2 0 132 5 367 0 0 1 0 1 6:45 AM 4 0 1 11 1 36 47 139 3 0 124 7 373 0 0 0 0 0 7:00 AM 5 0 0 6 0 32 34 109 0 0 133 6 325 0 0 1 0 1 7:15 AM 4 0 3 7 0 30 44 111 0 0 154 7 360 0 0 0 0 0 7:30 AM 4 0 0 9 0 41 57 101 0 0 179 4 395 0 0 1 0 1 7:45 AM 0 0 1 6 0 40 59 158 1 0 150 4 419 0 0 0 0 0 8:00 AM 1 0 0 4 0 25 40 152 0 1 107 5 335 0 0 2 1 3 8:15 AM 1 0 0 1 0 30 43 98 1 0 101 10 285 0 0 0 0 0 8:30 AM 2 0 0 10 0 38 58 110 0 0 102 5 325 0 0 1 0 1 8:45 AM 0 0 0 9 0 42 55 121 1 2 99 13 342 0 0 1 1 2 9:00 AM 0 0 1 4 0 56 68 105 1 0 84 3 322 0 0 0 0 0 9:15 AM 0 0 0 11 0 43 46 95 1 0 133 10 339 0 0 1 0 1 VOLUMES 21 0 6 85 1 453 604 1,427 10 3 1,498 79 4,187 0 0 8 2 10 APPROACH %78%0%22%16%0%84%30%70%0%0%95%5% APP/DEPART 27 /675 539 /12 2,041 /1,520 1,580 /1,980 0 BEGIN PEAK HR VOLUMES 9 0 4 26 0 136 200 522 1 1 590 20 1,509 0 0 3 1 APPROACH %69%0%31%16%0%84%28%72%0%0%97%3% PEAK HR FACTOR 0.464 0.810 0.829 0.835 0.900 APP/DEPART 13 /217 162 /1 723 /553 611 /738 0 2:30 PM 0 0 0 7 0 24 42 141 0 0 174 1 389 0 0 2 0 2 2:45 PM 1 0 1 7 0 31 36 136 1 0 143 14 370 0 0 0 0 0 3:00 PM 3 0 0 7 0 39 37 176 0 0 173 5 440 0 0 1 0 1 3:15 PM 0 0 0 5 0 33 41 162 2 0 171 9 423 0 0 1 0 1 3:30 PM 2 0 0 12 0 41 27 203 1 0 201 6 493 0 0 1 0 1 3:45 PM 2 0 0 9 0 40 32 143 3 0 183 11 423 0 0 1 0 1 4:00 PM 3 0 0 18 0 113 35 145 2 0 176 9 501 0 0 2 0 2 4:15 PM 5 0 1 9 0 56 29 151 0 0 142 9 402 0 0 2 0 2 4:30 PM 0 0 0 14 0 54 33 175 0 0 149 5 430 0 0 0 0 0 4:45 PM 0 0 0 12 0 49 15 177 0 1 167 4 425 0 0 1 1 2 5:00 PM 0 0 0 8 0 68 14 152 0 0 185 3 430 0 0 1 0 1 5:15 PM 0 0 0 8 0 34 7 149 0 1 139 1 339 0 0 2 0 2 VOLUMES 16 0 2 116 0 582 348 1,910 9 2 2,003 77 5,065 0 0 14 1 15 APPROACH %89%0%11%17%0%83%15%84%0%0%96%4% APP/DEPART 18 /411 698 /10 2,267 /2,029 2,082 /2,615 0 BEGIN PEAK HR VOLUMES 7 0 0 44 0 227 135 653 8 0 731 35 1,840 0 0 5 0 APPROACH %100%0%0%16%0%84%17%82%1%0%95%5% PEAK HR FACTOR 0.583 0.517 0.861 0.925 0.918 APP/DEPART 7 /165 271 /8 796 /697 766 /970 0 Maxwell NORTH SIDE Main WEST SIDE EAST SIDE Main SOUTH SIDE Maxwell 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 1 0 0 1 0 0 0 0 0 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 1 1 0 0 2 1 0 0 0 1 0 1 0 0 1 7:30 AM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 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 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:15 AM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 TOTAL 1 4 0 0 5 1 0 0 0 1 0 4 0 0 4 1 0 0 0 1 2:30 PM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 2:45 PM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 3:00 PM 1 0 0 0 1 1 0 0 0 1 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 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 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 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 7 2 0 0 9 1 1 0 0 2 6 1 0 0 7 0 0 0 0 0AMPMAM7:15 AM PM3:15 PM PEDESTRIAN + BIKE CROSSINGS AM BEGIN PEAK HR 7:15 AM PM BEGIN PEAK HR 3:15 PM BICYCLE CROSSINGSPEDESTRIAN CROSSINGS U-TURNS Maxwell Maxwell Main Main INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Chula Vista Maxwell Main Add U-Turns to Left Turns 1,237 1,035 1 201 TOTAL 1,086 698 582 0 116 PM 411 539 453 1 85 AM 675 1,580 2,082 3,662 4,595 2,615 1,980 79 77 156 1,498 2,003 3,501 TOTALPMAM3 2 5 952 348 604 AMPMTOTAL3,337 1,910 1,427 19 9 10 1,520 2,029 3,549 4,308 2,267 2,041 12 AM 21 0 6 27 10 PM 16 0 2 18 22 TOTAL 37 0 8 45 433 363 0 70 TOTAL 382 271 227 0 44 PM 165 162 136 0 26 AM 217 611 766 1,377 1,708 970 738 20 35 55 590 731 1,321 TOTALPMAMAM 7:15 AM 9:15 AM 1 0 1 335 135 200 #N/A AMPMTOTAL1,175 653 522 PM 3:15 PM 5:15 PM 9 8 1 553 697 1,250 1,519 796 723 1 AM 9 0 4 13 8 PM 7 0 0 7 9 Total 16 0 4 20 Maxwell Maxwell Maxwell MainMainPEAK HOUR AimTD LLC TURNING MOVEMENT COUNTS Maxwell MainMainSC2286 ALL HOURS Chula Vista T218 DATE:LOCATION:PROJECT #:SC2286 Thu, Feb 27, 20 NORTH & SOUTH:LOCATION #:139 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 0.5 X 1.5 2 2 X X 3 0 0 0 0 0 6:30 AM 0 0 0 2 0 14 15 119 0 0 122 0 272 0 0 1 0 1 6:45 AM 0 0 0 0 0 19 26 123 0 0 112 3 283 0 0 0 0 0 7:00 AM 0 0 0 1 0 18 21 94 0 0 121 8 263 0 0 0 0 0 7:15 AM 0 0 0 3 0 14 24 97 0 0 147 5 290 0 0 0 0 0 7:30 AM 0 0 0 1 0 13 21 89 0 0 170 4 298 0 0 0 0 0 7:45 AM 0 0 0 2 0 8 46 119 0 0 146 5 326 0 0 0 0 0 8:00 AM 0 0 0 3 0 11 47 110 0 0 102 3 276 0 0 0 0 0 8:15 AM 0 0 0 2 0 14 35 64 0 0 97 8 220 0 0 0 0 0 8:30 AM 0 0 0 6 0 20 41 79 0 0 87 14 247 0 0 0 1 1 8:45 AM 0 0 0 4 0 16 45 86 0 0 98 9 258 0 0 0 0 0 9:00 AM 0 0 0 4 0 22 30 79 0 0 64 4 203 0 0 1 0 1 9:15 AM 0 0 0 3 0 30 31 75 0 0 109 7 255 0 0 0 0 0 VOLUMES 0 0 0 31 0 199 382 1,134 0 0 1,375 70 3,194 0 0 2 1 3 APPROACH %0%0%0%13%0%87%25%75%0%0%95%5% APP/DEPART 0 /452 230 /0 1,518 /1,166 1,446 /1,576 0 BEGIN PEAK HR VOLUMES 0 0 0 9 0 46 138 415 0 0 565 17 1,190 0 0 0 0 APPROACH %0%0%0%16%0%84%25%75%0%0%97%3% PEAK HR FACTOR 0.000 0.809 0.838 0.836 0.913 APP/DEPART 0 /155 55 /0 553 /424 582 /611 0 2:30 PM 0 0 0 12 0 71 31 117 0 0 104 14 349 0 0 0 0 0 2:45 PM 0 0 0 8 0 48 23 121 0 0 109 8 317 0 0 0 0 0 3:00 PM 0 0 0 12 0 32 37 146 0 0 146 11 384 0 0 0 0 0 3:15 PM 0 0 0 14 0 39 39 128 0 0 141 8 369 0 0 0 0 0 3:30 PM 0 0 0 6 0 52 30 184 0 0 155 10 437 0 0 0 0 0 3:45 PM 0 0 0 17 0 31 29 123 0 0 163 11 374 0 0 0 0 0 4:00 PM 0 0 0 13 0 45 25 138 0 0 140 7 368 0 0 0 0 0 4:15 PM 0 0 0 14 0 37 23 138 0 0 114 9 335 0 0 0 0 0 4:30 PM 0 0 0 18 0 45 27 162 0 0 109 12 373 0 0 0 0 0 4:45 PM 0 0 0 9 0 59 26 164 0 0 113 7 378 0 0 0 0 0 5:00 PM 0 0 0 13 0 59 13 147 0 0 129 1 362 0 0 0 0 0 5:15 PM 0 0 0 7 0 41 17 140 0 0 100 1 306 0 0 0 0 0 VOLUMES 0 0 0 143 0 559 320 1,708 0 0 1,523 99 4,352 0 0 0 0 0 APPROACH %0%0%0%20%0%80%16%84%0%0%94%6% APP/DEPART 0 /419 702 /0 2,028 /1,851 1,622 /2,082 0 BEGIN PEAK HR VOLUMES 0 0 0 49 0 154 135 581 0 0 605 40 1,564 0 0 0 0 APPROACH %0%0%0%24%0%76%19%81%0%0%94%6% PEAK HR FACTOR 0.000 0.875 0.836 0.927 0.895 APP/DEPART 0 /175 203 /0 716 /630 645 /759 0 Nirvana NORTH SIDE Main WEST SIDE EAST SIDE Main SOUTH SIDE Nirvana 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 1 1 0 2 0 0 0 0 0 0 1 1 0 2 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 0 0 0 0 0 1 0 0 1 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 1 0 0 1 0 0 0 0 0 0 1 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:15 AM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 TOTAL 0 4 1 0 5 0 0 0 0 0 0 4 1 0 5 0 0 0 0 0 2:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:45 PM 1 0 0 0 1 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:45 PM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 4:00 PM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 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 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 3 1 0 0 4 0 0 0 0 0 3 1 0 0 4 0 0 0 0 0AMPMAM7:15 AM PM3:00 PM PEDESTRIAN + BIKE CROSSINGS AM BEGIN PEAK HR 7:15 AM PM BEGIN PEAK HR 3:00 PM BICYCLE CROSSINGSPEDESTRIAN CROSSINGS U-TURNS Nirvana Nirvana Main Main INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com Chula Vista Nirvana Main Add U-Turns to Left Turns 932 758 0 174 TOTAL 871 702 559 0 143 PM 419 230 199 0 31 AM 452 1,446 1,622 3,068 3,658 2,082 1,576 70 99 169 1,375 1,523 2,898 TOTALPMAM0 0 0 702 320 382 AMPMTOTAL2,842 1,708 1,134 0 0 0 1,166 1,851 3,017 3,546 2,028 1,518 0 AM 0 0 0 0 0 PM 0 0 0 0 0 TOTAL 0 0 0 0 258 200 0 58 TOTAL 330 203 154 0 49 PM 175 55 46 0 9 AM 155 582 645 1,227 1,370 759 611 17 40 57 565 605 1,170 TOTALPMAMAM 7:15 AM 9:15 AM 0 0 0 273 135 138 #N/A AMPMTOTAL996 581 415 PM 3:00 PM 5:15 PM 0 0 0 424 630 1,054 1,269 716 553 0 AM 0 0 0 0 0 PM 0 0 0 0 0 Total 0 0 0 0 Nirvana Nirvana Nirvana MainMainPEAK HOUR AimTD LLC TURNING MOVEMENT COUNTS Nirvana MainMainSC2286 ALL HOURS Chula Vista 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 INTERSECTION: 246 Auto Park Ave/Main Page 1 (of 9) Group Assignment:NONE N/S Street Name:Auto Park Ave Last Database Change: Field Master Assignment:NONE E/W Street Name:Main St System Reference Number:246 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 147 <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 0 0 7 0 7 0 0 - - - - - - - - - - - - - - - RR-1 Delay 0 Permit 0 1 Ped FDW 0 0 0 30 0 18 0 0 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 0 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 0.0 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 0.0 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 0.0 Phase 7 0 0 0 0 0.0 EV-C Clear 0 Red Rest 7 8 Max Limit 16 50 0 34 24 50 0 0 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 1.0 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 0.0 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 0.0 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 9:38 Change Change Record ________ ________ - - - - - ________ ________ 12_456__ ________ ________ ________ ________ _2___6__ ________ ________ ________ ________ _2___6__ F (Outputs specified in Assignable Outputs at E/127+A+E & F) Phase Manual Plan Manual OffsetUDP:8018:10.242.20.147 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 5:20 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 246 Auto Park Ave/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 ___4____Delay Walk Phases Phase 7 5 7 8 Disable Ovp Yel Range ________Ped for 8P Output ________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 ________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___5___ ________ Minimums Printed on 6/24/2021 5:20 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 246 Auto Park Ave/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 37 44 49 0 0 57 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 60 62 57 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 0 0 0 0 0 0 0 0 0 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 44 12 33 12 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 4 4 6 4 0 Free Lag _2_4_6__0 1 Perm 2 - Start 0 0 0 0 0 0 0 0 0 1 Plan 1 - Lag _2_4_6__1 2 Perm 2 - End 0 0 0 0 0 0 0 0 0 2 Plan 2 - Lag _2_4_6__2 3 Perm 3 - Start 0 0 0 0 0 0 0 0 0 3 Plan 3 - Lag _2_4_6__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__6 7 7 Plan 7 - Lag _2_4_6__7 8 Pretimed Phases ________________________________________________________________________8 Plan 8 - Lag _2_4_6__8 9 Max Recall ________________________________________________________________________9 Plan 9 - Lag _2_4_6__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 5:20 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 246 Auto Park Ave/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 5:20 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 246 Auto Park Ave/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 5:20 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 246 Auto Park Ave/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_____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 5:20 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 246 Auto Park Ave/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 5:20 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 246 Auto Park Ave/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 5:20 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 246 Auto Park Ave/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 5:20 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 167 Main/Maxwell Page 1 (of 9) Group Assignment:NONE N/S Street Name:Maxwell Rd Last Database Change: Field Master Assignment:NONE E/W Street Name:Main St System Reference Number:167 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 143 <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 7 0 0 7 0 0 - - - - - - - - - - - - - - - RR-1 Delay 0 Permit 0 1 Ped FDW 0 11 31 0 0 20 0 0 Phase 1 0 0 0 0 0.0 RR-1 Clear 0 Red Lock 1 2 Min Green 4 10 10 10 10 10 0 0 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 1.0 0.0 0.0 0.0 1.0 0.0 0.0 Phase 4 20 0 0 0 0.0 EV-B Delay 0 Ped Recall 4 5 Veh Extension 2.0 5.5 3.0 3.0 2.0 8.0 0.0 0.0 Phase 5 0 0 0 0 0.0 EV-B Clear 0 View Set Peds 5 6 Max Gap 2.0 6.2 3.0 3.0 2.0 8.0 0.0 0.0 Phase 6 20 0 0 0 0.0 EV-C Delay 0 Rest In Walk 6 7 Min Gap 2.0 2.0 3.0 3.0 2.0 8.0 0.0 0.0 Phase 7 0 0 0 0 0.0 EV-C Clear 0 Red Rest 7 8 Max Limit 14 40 30 30 30 40 0 0 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 0.0 0.0 0.0 Alternate Initial View EV Clear - - - Man Cntrl Calls D E Yellow Change 3.2 4.7 4.1 3.9 3.2 4.7 0.0 0.0 Alternate Extension View RR Delay - - - Yellow Start E F Red Clear 1.0 1.6 1.0 1.0 1.0 1.6 0.0 0.0 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 9:40 Change Change Record ________ ________ - - - - - ________ ________ 123456__ ________ ________ ________ ________ _2___6__ ________ ________ ________ ________ _2___6__ F (Outputs specified in Assignable Outputs at E/127+A+E & F) Phase Manual Plan Manual OffsetUDP:8018:10.242.20.143 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 5:21 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 167 Main/Maxwell 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 ________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 __3_____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____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 ________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 5:21 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 167 Main/Maxwell Page 3 (of 9) Column Numbers ----> 1 2 3 4 5 6 7 8 9 Row Plan Name ----> Row E Row 0 Cycle Length 64 64 0 0 0 110 110 90 90 0 0 1 Phase 1 - ForceOff 55 36 0 0 0 67 70 52 53 1 Plan 1 - Sync _____6__1 2 Phase 2 - ForceOff 0 0 0 0 0 0 0 0 0 2 Plan 2 - Sync _2__5___2 3 Phase 3 - ForceOff 0 0 0 0 0 26 29 11 12 3 Plan 3 - Sync ________3 4 Phase 4 - ForceOff 41 22 0 0 0 47 50 32 32 4 Plan 4 - Sync ________4 5 Phase 5 - ForceOff 19 0 0 0 0 78 78 2 0 5 Plan 5 - Sync ________5 6 Phase 6 - ForceOff 0 45 0 0 0 0 0 65 65 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 0 0 0 0 0 0 0 0 0 8 Plan 8 - Sync _2__5___8 9 Ring Offset 0 0 0 0 0 0 0 0 0 9 Plan 9 - Sync _2__5___9 A Offset 1 4 6 0 0 0 51 51 32 81 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 0 0 0 255 90 255 255 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 9 0 0 0 10 9 18 17 0 Free Lag _2_4_6__0 1 Perm 2 - Start 0 0 0 0 0 0 0 0 0 1 Plan 1 - Lag _2_45___1 2 Perm 2 - End 0 0 0 0 0 0 0 0 0 2 Plan 2 - Lag _2_45___2 3 Perm 3 - Start 0 0 0 0 0 0 0 0 0 3 Plan 3 - Lag ________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__6 7 7 Plan 7 - Lag _2_4_6__7 8 Pretimed Phases ________________________________________________________________________8 Plan 8 - Lag _2_45___8 9 Max Recall ________________________________________________________________________9 Plan 9 - Lag _2_45___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 5:21 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 167 Main/Maxwell 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 5:21 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 167 Main/Maxwell 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 5:21 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 167 Main/Maxwell 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________3_____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 5:21 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 167 Main/Maxwell 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 14 :30 8 A _23456_00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 2 16 :30 E A _23456_00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 3 10 :30 9 A 1_____7 00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 4 16 :00 E A 1_____7 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=0.1>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 5:21 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 167 Main/Maxwell 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 5:21 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 167 Main/Maxwell 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 5:21 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 139 Nirvana/Main Page 1 (of 9) Group Assignment:NONE N/S Street Name:Nirvana Ave Last Database Change: Field Master Assignment:NONE E/W Street Name:Main St System Reference Number:139 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 144 <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 0 0 7 0 7 0 0 - - - - - - - - - - - - - - - RR-1 Delay 0 Permit 0 1 Ped FDW 0 0 0 33 0 16 0 0 Phase 1 0 0 0 0 0.0 RR-1 Clear 0 Red Lock 1 2 Min Green 0 10 0 4 10 10 0 0 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 1.0 0.0 0.0 0.0 1.0 0.0 0.0 Phase 4 20 0 0 0 0.0 EV-B Delay 0 Ped Recall 4 5 Veh Extension 0.0 5.0 0.0 3.0 2.0 5.5 0.0 0.0 Phase 5 0 0 0 0 0.0 EV-B Clear 0 View Set Peds 5 6 Max Gap 0.0 5.0 0.0 3.0 2.0 6.2 0.0 0.0 Phase 6 20 0 0 0 0.0 EV-C Delay 0 Rest In Walk 6 7 Min Gap 0.0 5.0 0.0 3.0 2.0 2.0 0.0 0.0 Phase 7 0 0 0 0 0.0 EV-C Clear 0 Red Rest 7 8 Max Limit 0 40 0 30 30 40 0 0 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 0.0 0.0 0.0 0.0 0.9 0.0 0.0 Alternate Initial View EV Clear - - - Man Cntrl Calls D E Yellow Change 0.0 5.1 0.0 3.2 3.2 5.1 0.0 0.0 Alternate Extension View RR Delay - - - Yellow Start E F Red Clear 0.0 1.6 0.0 1.0 1.0 1.6 0.0 0.0 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 9:41 Change Change Record ________ ________ - - - - - ________ ________ _2_456__ ________ ________ ________ ________ _2___6__ ________ ________ ________ ________ _2___6__ F (Outputs specified in Assignable Outputs at E/127+A+E & F) Phase Manual Plan Manual OffsetUDP:8018:10.242.20.144 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 6/25/2021 12:42 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 139 Nirvana/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 ________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 ___4____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__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 _____6__Low Priority C Phases ________Semi-Actuated C D EV-D Phases ________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 6/25/2021 12:42 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 139 Nirvana/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 64 64 0 0 0 110 110 90 90 0 0 1 Phase 1 - ForceOff 0 0 0 0 0 0 0 0 0 1 Plan 1 - Sync _____6__1 2 Phase 2 - ForceOff 0 0 0 0 0 0 0 0 0 2 Plan 2 - Sync _2__5___2 3 Phase 3 - ForceOff 0 0 0 0 0 0 0 0 0 3 Plan 3 - Sync ________3 4 Phase 4 - ForceOff 41 22 0 0 0 38 38 28 28 4 Plan 4 - Sync ________4 5 Phase 5 - ForceOff 19 0 0 0 0 73 68 3 0 5 Plan 5 - Sync ________5 6 Phase 6 - ForceOff 0 45 0 0 0 0 0 65 65 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 0 0 0 0 0 0 0 0 0 8 Plan 8 - Sync _2__5___8 9 Ring Offset 0 0 0 0 0 0 0 0 0 9 Plan 9 - Sync _2__5___9 A Offset 1 0 0 0 0 0 102 59 37 87 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 0 0 0 255 90 255 255 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 9 0 0 0 5 5 10 10 0 Free Lag _2_4_6__0 1 Perm 2 - Start 0 0 0 0 0 0 0 0 0 1 Plan 1 - Lag _2_45___1 2 Perm 2 - End 0 0 0 0 0 0 0 0 0 2 Plan 2 - Lag _2_45___2 3 Perm 3 - Start 0 0 0 0 0 0 0 0 0 3 Plan 3 - Lag ________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__6 7 7 Plan 7 - Lag _2_4_6__7 8 Pretimed Phases ________________________________________________________________________8 Plan 8 - Lag _2_45___8 9 Max Recall ________________________________________________________________________9 Plan 9 - Lag _2_45___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 6/25/2021 12:42 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 139 Nirvana/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 6/25/2021 12:42 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 139 Nirvana/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 6/25/2021 12:42 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 139 Nirvana/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_____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 1.5 Redirect Phase Outputs <C+0+E=127> 9 48 ___45_7______6__123_____10.0 0.0 A 49 ___45_7____4____123_____6.0 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 1.0 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_____10.0 0.0 0 F 8 67 _2_______2______123_____3.0 1.5 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 6/25/2021 12:42 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 139 Nirvana/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 14 :30 8 A _23456_00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 2 16 :30 E A _23456_00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 3 10 :30 9 A 1_____7 00 :00 0 _______________00 00 0 _______00 :00 0 0 _______ 4 16 :00 E A 1_____7 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=0.1>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 6/25/2021 12:42 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 139 Nirvana/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 6/25/2021 12:42 PM Timing Sheet Version: 233 RV2 Revision: 30826 INTERSECTION: 139 Nirvana/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 6/25/2021 12:42 PM Timing Sheet Version: 233 RV2 Revision: 30826 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\Appendix.3405.doc APPENDIX B SANDAG SCREENING MAP LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\Appendix.3405.doc APPENDIX C INTERSECTION METHODOLOGY AND CITY OF CHULA VISTA TRANSPORTATION STUDY GUIDELINES SYNCHRO PARAMETER SPECIFICATIONS 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. APPENDIX G Summary of Desired Transit Stop Features & Local Mobility Analysis Specifications Page 4 of 4 G Local Mobility Analysis Specification – General Parameter Guidance Peak Hour Factor • Use the measured PHF by intersection approach that is obtained during traffic data collection. • For new intersections or to analyze conditions beyond five years of commencing the LMA, refer to the HCM and maintain consistency across analysis periods, scenarios, and intersections. Saturation Flow Rate • Use 1,850 vehicles per hour per lane. • Other Saturation Flow Rates in accordance with the HCM or other justification may be used with approval of the City Traffic Engineer. The current typical saturation flow rate in the HCM is 1,900 vehicles per hour per lane. Signal Timing • Obtain signal timing plans from the appropriate agency and use the timing (by time of day if provided) for the analysis. • For new traffic signals, typically use a maximum cycle length of 120 seconds for intersections near freeway interchanges or at the intersection of two arterial roadways. • For all other conditions use a maximum of 90 seconds, unless directed otherwise by City staff. • For all conditions, ensure that the minimum pedestrian crossing times are utilized. Conflicting Pedestrians and Pedestrian Calls • Use pedestrian count data if available. • If not available, refer to the HCM for appropriate minimum values. Heavy Truck Percentage • If available, use observed values from field observations or traffic counts. • If unavailable, the minimum recommended value is 3%. Heavy truck percentages should be higher on truck routes. Lane Utilization Factor • If applicable, adjust the lane utilization factor based on field observations. • If unavailable, refer to the HCM. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\Appendix.3405.doc APPENDIX D EXISTING PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS HCM 6th Signalized Intersection Summary Existing AM 1: Brandywine Ave & Main St 07/06/2022 Chula Vista Self Storage Synchro 10 Report Page 1 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 000000000000 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 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 Adj Flow Rate, veh/h 307 887 74 12 735 88 21 12 11 125 22 483 Peak Hour Factor 0.84 0.84 0.84 0.91 0.91 0.91 0.66 0.66 0.66 0.73 0.73 0.73 Percent Heavy Veh, %333333333333 Cap, veh/h 299 2216 661 19 1277 152 57 244 224 122 613 506 Arrive On Green 0.17 0.45 0.45 0.02 0.57 0.57 0.02 0.29 0.29 0.07 0.34 0.34 Sat Flow, veh/h 1721 4932 1471 1721 4452 528 3338 854 783 1721 1807 1490 Grp Volume(v), veh/h 307 887 74 12 541 282 21 0 23 125 22 483 Grp Sat Flow(s),veh/h/ln 1721 1644 1471 1721 1644 1692 1669 0 1637 1721 1807 1490 Q Serve(g_s), s 19.1 13.3 3.2 0.8 11.5 11.7 0.7 0.0 1.1 7.8 0.9 34.9 Cycle Q Clear(g_c), s 19.1 13.3 3.2 0.8 11.5 11.7 0.7 0.0 1.1 7.8 0.9 34.9 Prop In Lane 1.00 1.00 1.00 0.31 1.00 0.48 1.00 1.00 Lane Grp Cap(c), veh/h 299 2216 661 19 943 486 57 0 468 122 613 506 V/C Ratio(X) 1.03 0.40 0.11 0.62 0.57 0.58 0.37 0.00 0.05 1.02 0.04 0.96 Avail Cap(c_a), veh/h 299 2216 661 63 943 486 121 0 551 122 670 553 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/veh 45.4 20.3 17.6 53.5 19.2 19.2 53.5 0.0 28.5 51.1 24.3 35.5 Incr Delay (d2), s/veh 59.3 0.5 0.3 11.5 2.5 4.9 1.4 0.0 0.0 88.2 0.0 25.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.8 4.9 1.1 0.4 3.6 4.0 0.3 0.0 0.4 6.3 0.4 15.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 104.8 20.9 17.9 65.0 21.6 24.1 54.9 0.0 28.5 139.3 24.3 61.1 LnGrp LOS F C B E C C D A C F C E Approach Vol, veh/h 1268 835 44 630 Approach Delay, s/veh 41.0 23.1 41.1 75.4 Approach LOS D C D E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.4 55.8 6.1 42.6 23.3 38.0 12.0 36.7 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 * 41 * 4 40.8 * 19 * 26 * 7.8 37.0 Max Q Clear Time (g_c+I1), s 2.8 15.3 2.7 36.9 21.1 13.7 9.8 3.1 Green Ext Time (p_c), s 0.0 12.9 0.0 0.5 0.0 6.8 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 43.4 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 2: Auto Park Pl & Main St 07/06/2022 Chula Vista Self Storage Synchro 10 Report Page 2 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 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 Adj Flow Rate, veh/h 66 851 67 6 851 2 32 043120 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.47 0.47 0.47 0.79 0.79 0.79 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 84 3541 1064 10 3332 1000 235 0 206 251 10 198 Arrive On Green 0.10 1.00 1.00 0.01 1.00 1.00 0.14 0.00 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1721 4932 1482 1721 4932 1481 1317 0 1458 1336 70 1401 Grp Volume(v), veh/h 66 851 67 6 851 2 32 043021 Grp Sat Flow(s),veh/h/ln1721 1644 1482 1721 1644 1481 1317 0 1458 1336 0 1471 Q Serve(g_s), s 4.1 0.0 0.0 0.4 0.0 0.0 2.4 0.0 0.3 0.2 0.0 1.4 Cycle Q Clear(g_c), s 4.1 0.0 0.0 0.4 0.0 0.0 3.8 0.0 0.3 0.5 0.0 1.4 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 3541 1064 10 3332 1000 235 0 206 251 0 208 V/C Ratio(X) 0.79 0.24 0.06 0.57 0.26 0.00 0.14 0.00 0.02 0.01 0.00 0.10 Avail Cap(c_a), veh/h 232 3541 1064 91 3332 1000 552 0 557 572 0 562 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/veh49.1 0.0 0.0 54.2 0.0 0.0 42.8 0.0 40.7 40.9 0.0 41.1 Incr Delay (d2), s/veh 5.8 0.2 0.1 16.8 0.2 0.0 0.3 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 0.1 0.0 0.2 0.1 0.0 0.8 0.0 0.1 0.1 0.0 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.9 0.2 0.1 71.0 0.2 0.0 43.0 0.0 40.7 40.9 0.0 41.3 LnGrp LOS D AAEAADADDAD Approach Vol, veh/h 984 859 36 24 Approach Delay, s/veh 3.8 0.7 42.8 41.3 Approach LOS A A D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s4.9 85.0 20.2 9.5 80.3 20.2 Change Period (Y+Rc), s* 4.2 * 6 4.6 * 4.2 * 6 4.6 Max Green Setting (Gmax), s* 5.8 * 47 42.0 * 15 * 38 42.0 Max Q Clear Time (g_c+I1), s2.4 2.0 3.4 6.1 2.0 5.8 Green Ext Time (p_c), s 0.0 13.5 0.1 0.0 11.9 0.1 Intersection Summary HCM 6th Ctrl Delay 3.6 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 AM 3: Main St & Auto Park Ave 07/06/2022 Chula Vista Self Storage Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 14 722 0 0 737 2000102 Future Volume (veh/h) 14 722 0 0 737 2000102 Initial Q (Qb), veh 0 00000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1807 1807 0 1807 1807 1807 1807 0 1807 Adj Flow Rate, veh/h 16 830 0 0 857 2 3 0 5 Peak Hour Factor 0.87 0.87 0.87 0.86 0.86 0.86 0.38 0.38 0.38 Percent Heavy Veh, % 3 30333 303 Cap, veh/h 24 4389 0 65 4131 1244 24 0 21 Arrive On Green 0.03 1.00 0.00 0.00 0.84 0.84 0.01 0.00 0.01 Sat Flow, veh/h 1721 5095 0 638 4932 1485 1721 0 1531 Grp Volume(v), veh/h 16 830 0 0 857 2 3 0 5 Grp Sat Flow(s),veh/h/ln1721 1644 0 638 1644 1485 1721 0 1531 Q Serve(g_s), s 1.0 0.0 0.0 0.0 3.8 0.0 0.2 0.0 0.4 Cycle Q Clear(g_c), s 1.0 0.0 0.0 0.0 3.8 0.0 0.2 0.0 0.4 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 24 4389 0 65 4131 1244 24 0 21 V/C Ratio(X) 0.66 0.19 0.00 0.00 0.21 0.00 0.13 0.00 0.24 Avail Cap(c_a), veh/h 138 4389 0 65 4131 1244 579 0 515 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh53.2 0.0 0.0 0.0 1.8 1.5 53.6 0.0 53.7 Incr Delay (d2), s/veh 10.7 0.1 0.0 0.0 0.1 0.0 2.4 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 %ile BackOfQ(50%),veh/ln0.5 0.0 0.0 0.0 0.4 0.0 0.1 0.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 63.9 0.1 0.0 0.0 1.9 1.5 55.9 0.0 59.3 LnGrp LOS E AAAAA EAE Approach Vol, veh/h 846 859 8 Approach Delay, s/veh 1.3 1.9 58.0 Approach LOS A A E Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 103.9 6.1 5.7 98.1 Change Period (Y+Rc), s * 6 4.6 * 4.2 * 6 Max Green Setting (Gmax), s * 62 37.0 * 8.8 * 49 Max Q Clear Time (g_c+I1), s 2.0 2.4 3.0 5.8 Green Ext Time (p_c), s 14.8 0.0 0.0 12.7 Intersection Summary HCM 6th Ctrl Delay 1.9 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 AM 4: Main St & Maxwell Rd 07/06/2022 Chula Vista Self Storage Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 200 522 1 1 590 20 9 0 4 26 0 136 Future Volume (veh/h) 200 522 1 1 590 20 9 0 4 26 0 136 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 0.99 0.96 0.99 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 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 Adj Flow Rate, veh/h 241 629 1 1 702 24 20 0 9 32 0 168 Peak Hour Factor 0.83 0.83 0.83 0.84 0.84 0.84 0.46 0.46 0.46 0.81 0.81 0.81 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 306 2344 4 2 2820 96 129 10 38 311 0 280 Arrive On Green 0.09 0.67 0.67 0.00 0.19 0.19 0.19 0.00 0.19 0.19 0.00 0.19 Sat Flow, veh/h 3338 3516 6 1721 4894 167 388 50 197 1343 0 1472 Grp Volume(v), veh/h 241 307 323 1 471 255 29 0 0 32 0 168 Grp Sat Flow(s),veh/h/ln1669 1716 1805 1721 1644 1772 636 0 0 1343 0 1472 Q Serve(g_s), s 7.8 8.0 8.0 0.1 13.4 13.5 1.1 0.0 0.0 0.0 0.0 11.5 Cycle Q Clear(g_c), s 7.8 8.0 8.0 0.1 13.4 13.5 12.6 0.0 0.0 2.3 0.0 11.5 Prop In Lane 1.00 0.00 1.00 0.09 0.69 0.31 1.00 1.00 Lane Grp Cap(c), veh/h 306 1144 1204 2 1895 1021 176 0 0 311 0 280 V/C Ratio(X) 0.79 0.27 0.27 0.53 0.25 0.25 0.16 0.00 0.00 0.10 0.00 0.60 Avail Cap(c_a), veh/h 571 1144 1204 106 1895 1021 391 0 0 545 0 537 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.98 0.98 0.98 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh48.9 7.4 7.4 55.0 24.3 24.3 40.9 0.0 0.0 37.0 0.0 40.7 Incr Delay (d2), s/veh 1.7 0.6 0.5 65.1 0.3 0.6 0.4 0.0 0.0 0.1 0.0 2.1 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/ln3.3 2.9 3.1 0.1 5.8 6.3 0.8 0.0 0.0 0.7 0.0 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 50.6 8.0 8.0 120.0 24.6 24.9 41.4 0.0 0.0 37.1 0.0 42.7 LnGrp LOS D A A F C C D A A D A D Approach Vol, veh/h 871 727 29 200 Approach Delay, s/veh 19.8 24.8 41.4 41.8 Approach LOS B C D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s4.3 79.6 26.0 14.3 69.7 26.0 Change Period (Y+Rc), s* 4.2 * 6.3 * 5.1 * 4.2 * 6.3 5.1 Max Green Setting (Gmax), s* 6.8 * 48 * 40 * 19 * 36 39.9 Max Q Clear Time (g_c+I1), s2.1 10.0 13.5 9.8 15.5 14.6 Green Ext Time (p_c), s 0.0 10.0 1.2 0.3 12.1 0.1 Intersection Summary HCM 6th Ctrl Delay 24.6 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 AM 5: Main St & Nirvana Ave 07/06/2022 Chula Vista Self Storage Synchro 10 Report Page 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 138 415 565 17 9 46 Future Volume (veh/h) 138 415 565 17 9 46 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 1807 1807 1807 1807 1807 1807 Adj Flow Rate, veh/h 164 494 673 20 0 69 Peak Hour Factor 0.84 0.84 0.84 0.84 0.81 0.81 Percent Heavy Veh, % 3 33333 Cap, veh/h 301 2971 3624 107 61 385 Arrive On Green 0.18 1.00 0.74 0.74 0.00 0.04 Sat Flow, veh/h 3338 3523 5080 146 1721 3062 Grp Volume(v), veh/h 164 494 449 244 0 69 Grp Sat Flow(s),veh/h/ln1669 1716 1644 1775 1721 1531 Q Serve(g_s), s 4.9 0.0 4.6 4.6 0.0 2.2 Cycle Q Clear(g_c), s 4.9 0.0 4.6 4.6 0.0 2.2 Prop In Lane 1.00 0.08 1.00 1.00 Lane Grp Cap(c), veh/h 301 2971 2423 1308 61 385 V/C Ratio(X) 0.54 0.17 0.19 0.19 0.00 0.18 Avail Cap(c_a), veh/h 510 2971 2423 1308 626 1390 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh43.0 0.0 4.4 4.4 0.0 43.0 Incr Delay (d2), s/veh 0.6 0.1 0.2 0.3 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.9 0.0 1.2 1.3 0.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.6 0.1 4.6 4.7 0.0 43.2 LnGrp LOS D AAAAD Approach Vol, veh/h 658 693 69 Approach Delay, s/veh 10.9 4.6 43.2 Approach LOS B A D Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 101.9 8.1 14.1 87.8 Change Period (Y+Rc), s * 6.7 * 4.2 * 4.2 * 6.7 Max Green Setting (Gmax), s * 59 * 40 * 17 * 38 Max Q Clear Time (g_c+I1), s 2.0 4.2 6.9 6.6 Green Ext Time (p_c), s 7.6 0.2 0.2 9.6 Intersection Summary HCM 6th Ctrl Delay 9.4 HCM 6th LOS A 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 1: Brandywine Ave & Main St 07/06/2022 Chula Vista Self Storage Synchro 10 Report Page 1 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 000000000000 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 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 Adj Flow Rate, veh/h 352 824 79 19 1124 76 121 25 25 99 7 421 Peak Hour Factor 0.95 0.95 0.95 0.85 0.85 0.85 0.76 0.76 0.76 0.83 0.83 0.83 Percent Heavy Veh, %333333333333 Cap, veh/h 310 2219 662 28 1346 91 175 243 243 91 540 444 Arrive On Green 0.18 0.45 0.45 0.03 0.57 0.57 0.05 0.30 0.30 0.05 0.30 0.30 Sat Flow, veh/h 1721 4932 1471 1721 4708 318 3338 816 816 1721 1807 1486 Grp Volume(v), veh/h 352 824 79 19 785 415 121 0 50 99 7 421 Grp Sat Flow(s),veh/h/ln 1721 1644 1471 1721 1644 1738 1669 0 1631 1721 1807 1486 Q Serve(g_s), s 19.8 12.1 3.4 1.2 21.5 21.5 3.9 0.0 2.4 5.8 0.3 30.5 Cycle Q Clear(g_c), s 19.8 12.1 3.4 1.2 21.5 21.5 3.9 0.0 2.4 5.8 0.3 30.5 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 310 2219 662 28 940 497 175 0 487 91 540 444 V/C Ratio(X) 1.14 0.37 0.12 0.69 0.83 0.84 0.69 0.00 0.10 1.09 0.01 0.95 Avail Cap(c_a), veh/h 310 2219 662 88 940 497 194 0 549 91 598 492 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.94 0.94 0.94 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.1 20.0 17.6 53.0 21.4 21.4 51.2 0.0 27.9 52.1 27.2 37.7 Incr Delay (d2), s/veh 93.3 0.5 0.4 10.2 8.2 14.5 6.7 0.0 0.0 121.3 0.0 25.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 16.1 4.5 1.2 0.6 6.0 7.2 1.8 0.0 1.0 5.5 0.1 14.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 138.4 20.5 18.0 63.2 29.6 35.9 57.9 0.0 27.9 173.4 27.2 63.6 LnGrp LOS F C B E C D E A C F C E Approach Vol, veh/h 1255 1219 171 527 Approach Delay, s/veh 53.4 32.3 49.1 83.7 Approach LOS D C D F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.0 55.9 10.0 38.2 24.0 37.9 10.0 38.1 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 * 5.6 * 42 * 6.4 36.4 * 20 * 27 * 5.8 37.0 Max Q Clear Time (g_c+I1), s 3.2 14.1 5.9 32.5 21.8 23.5 7.8 4.4 Green Ext Time (p_c), s 0.0 12.5 0.0 0.4 0.0 3.1 0.0 0.2 Intersection Summary HCM 6th Ctrl Delay 50.1 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 2: Auto Park Pl & Main St 07/06/2022 Chula Vista Self Storage Synchro 10 Report Page 2 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 0.99 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 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 Adj Flow Rate, veh/h 96 880 47 12 1134 11 70 2 23 10 1 93 Peak Hour Factor 0.85 0.85 0.85 0.83 0.83 0.83 0.64 0.64 0.64 0.82 0.82 0.82 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 119 3250 976 19 2966 889 240 23 269 305 3 285 Arrive On Green 0.14 1.00 1.00 0.00 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1721 4932 1481 1721 4932 1479 1243 120 1375 1320 16 1460 Grp Volume(v), veh/h 96 880 47 12 1134 11 70 0 25 10 0 94 Grp Sat Flow(s),veh/h/ln1721 1644 1481 1721 1644 1479 1243 0 1495 1320 0 1476 Q Serve(g_s), s 6.0 0.0 0.0 0.8 21.9 0.7 5.6 0.0 1.5 0.7 0.0 6.0 Cycle Q Clear(g_c), s 6.0 0.0 0.0 0.8 21.9 0.7 11.7 0.0 1.5 2.2 0.0 6.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.92 1.00 0.99 Lane Grp Cap(c), veh/h 119 3250 976 19 2966 889 240 0 292 305 0 288 V/C Ratio(X) 0.81 0.27 0.05 0.62 0.38 0.01 0.29 0.00 0.09 0.03 0.00 0.33 Avail Cap(c_a), veh/h 232 3250 976 75 2966 889 477 0 576 556 0 569 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) 0.94 0.94 0.94 0.97 0.97 0.97 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh46.7 0.0 0.0 54.6 26.4 17.8 43.0 0.0 36.2 37.1 0.0 38.0 Incr Delay (d2), s/veh 4.6 0.2 0.1 11.4 0.4 0.0 0.7 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/ln2.5 0.1 0.0 0.4 9.6 0.2 1.8 0.0 0.6 0.2 0.0 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 51.3 0.2 0.1 65.9 26.7 17.9 43.7 0.0 36.3 37.2 0.0 38.7 LnGrp LOS D A A E C B D A D D A D Approach Vol, veh/h 1023 1157 95 104 Approach Delay, s/veh 5.0 27.1 41.8 38.5 Approach LOS A C D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.4 78.5 26.1 11.8 72.1 26.1 Change Period (Y+Rc), s* 4.2 * 6 4.6 * 4.2 * 6 4.6 Max Green Setting (Gmax), s* 4.8 * 48 42.4 * 15 * 38 42.4 Max Q Clear Time (g_c+I1), s2.8 2.0 8.0 8.0 23.9 13.7 Green Ext Time (p_c), s 0.0 13.9 0.6 0.0 9.3 0.4 Intersection Summary HCM 6th Ctrl Delay 18.7 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing PM 3: Main St & Auto Park Ave 07/06/2022 Chula Vista Self Storage Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 6 779 0 0 947 3000207 Future Volume (veh/h) 6 779 0 0 947 3000207 Initial Q (Qb), veh 0 00000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1807 1807 0 1807 1807 1807 1807 0 1807 Adj Flow Rate, veh/h 7 939 0 0 1141 4 3 0 9 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.75 0.75 0.75 Percent Heavy Veh, % 3 30333 303 Cap, veh/h 12 4361 0 65 4138 1246 34 0 30 Arrive On Green 0.01 1.00 0.00 0.00 0.84 0.84 0.02 0.00 0.02 Sat Flow, veh/h 1721 5095 0 576 4932 1485 1721 0 1531 Grp Volume(v), veh/h 7 939 0 0 1141 4 3 0 9 Grp Sat Flow(s),veh/h/ln1721 1644 0 576 1644 1485 1721 0 1531 Q Serve(g_s), s 0.4 0.0 0.0 0.0 5.3 0.0 0.2 0.0 0.6 Cycle Q Clear(g_c), s 0.4 0.0 0.0 0.0 5.3 0.0 0.2 0.0 0.6 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 12 4361 0 65 4138 1246 34 0 30 V/C Ratio(X) 0.58 0.22 0.00 0.00 0.28 0.00 0.09 0.00 0.30 Avail Cap(c_a), veh/h 106 4361 0 65 4138 1246 579 0 515 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh54.1 0.0 0.0 0.0 1.9 1.4 53.0 0.0 53.2 Incr Delay (d2), s/veh 15.1 0.1 0.0 0.0 0.2 0.0 1.1 0.0 5.5 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/ln0.2 0.0 0.0 0.0 0.6 0.0 0.1 0.0 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 69.2 0.1 0.0 0.0 2.0 1.4 54.1 0.0 58.7 LnGrp LOS E AAAAA DAE Approach Vol, veh/h 946 1145 12 Approach Delay, s/veh 0.6 2.0 57.5 Approach LOS A A E Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 103.3 6.7 5.0 98.3 Change Period (Y+Rc), s * 6 4.6 * 4.2 * 6 Max Green Setting (Gmax), s * 62 37.0 * 6.8 * 51 Max Q Clear Time (g_c+I1), s 2.0 2.6 2.4 7.3 Green Ext Time (p_c), s 17.6 0.0 0.0 18.5 Intersection Summary HCM 6th Ctrl Delay 1.7 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 PM 4: Main St & Maxwell Rd 07/06/2022 Chula Vista Self Storage Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 135 653 8 0 731 35 7 0 0 44 0 227 Future Volume (veh/h) 135 653 8 0 731 35 7 0 0 44 0 227 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.98 1.00 1.00 0.99 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 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 Adj Flow Rate, veh/h 157 759 9 0 786 38 12 0 0 85 0 437 Peak Hour Factor 0.86 0.86 0.86 0.93 0.93 0.93 0.58 0.58 0.58 0.52 0.52 0.52 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 301 1984 24 2 2132 103 106 0 0 611 0 484 Arrive On Green 0.09 0.57 0.57 0.00 0.15 0.15 0.33 0.00 0.00 0.33 0.00 0.33 Sat Flow, veh/h 3338 3473 41 1721 4815 232 126 0 0 1362 0 1489 Grp Volume(v), veh/h 157 375 393 0 536 288 12 0 0 85 0 437 Grp Sat Flow(s),veh/h/ln1669 1716 1798 1721 1644 1758 126 0 0 1362 0 1489 Q Serve(g_s), s 4.9 13.2 13.2 0.0 16.2 16.3 1.4 0.0 0.0 0.0 0.0 30.9 Cycle Q Clear(g_c), s 4.9 13.2 13.2 0.0 16.2 16.3 32.2 0.0 0.0 3.9 0.0 30.9 Prop In Lane 1.00 0.02 1.00 0.13 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 301 980 1027 2 1456 779 106 0 0 611 0 484 V/C Ratio(X) 0.52 0.38 0.38 0.00 0.37 0.37 0.11 0.00 0.00 0.14 0.00 0.90 Avail Cap(c_a), veh/h 358 980 1027 66 1456 779 199 0 0 751 0 637 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 0.98 0.98 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh47.8 12.9 12.9 0.0 33.1 33.1 50.9 0.0 0.0 26.4 0.0 35.5 Incr Delay (d2), s/veh 0.5 1.1 1.1 0.0 0.7 1.3 0.5 0.0 0.0 0.1 0.0 13.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.1 5.2 5.4 0.0 7.2 7.8 0.3 0.0 0.0 1.6 0.0 12.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.3 14.1 14.0 0.0 33.8 34.4 51.3 0.0 0.0 26.5 0.0 48.9 LnGrp LOS D B B A C C D A A C A D Approach Vol, veh/h 925 824 12 522 Approach Delay, s/veh 19.9 34.0 51.3 45.2 Approach LOS B C D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s0.0 69.1 40.9 14.1 55.0 40.9 Change Period (Y+Rc), s* 4.2 * 6.3 * 5.1 * 4.2 * 6.3 5.1 Max Green Setting (Gmax), s* 4.2 * 43 * 47 * 12 * 36 46.9 Max Q Clear Time (g_c+I1), s0.0 15.2 32.9 6.9 18.3 34.2 Green Ext Time (p_c), s 0.0 11.3 2.9 0.1 12.0 0.0 Intersection Summary HCM 6th Ctrl Delay 30.9 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing PM 5: Main St & Nirvana Ave 07/06/2022 Chula Vista Self Storage Synchro 10 Report Page 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 135 581 605 40 49 154 Future Volume (veh/h) 135 581 605 40 49 154 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 1807 1807 1807 1807 1807 1807 Adj Flow Rate, veh/h 161 692 651 43 112 116 Peak Hour Factor 0.84 0.84 0.93 0.93 0.88 0.88 Percent Heavy Veh, % 3 33333 Cap, veh/h 301 2778 3212 211 158 278 Arrive On Green 0.18 1.00 0.68 0.68 0.09 0.09 Sat Flow, veh/h 3338 3523 4880 309 1721 1531 Grp Volume(v), veh/h 161 692 452 242 112 116 Grp Sat Flow(s),veh/h/ln1669 1716 1644 1739 1721 1531 Q Serve(g_s), s 4.8 0.0 5.6 5.7 7.0 7.4 Cycle Q Clear(g_c), s 4.8 0.0 5.6 5.7 7.0 7.4 Prop In Lane 1.00 0.18 1.00 1.00 Lane Grp Cap(c), veh/h 301 2778 2239 1184 158 278 V/C Ratio(X) 0.53 0.25 0.20 0.20 0.71 0.42 Avail Cap(c_a), veh/h 449 2778 2239 1184 701 762 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/veh43.0 0.0 6.5 6.5 48.5 39.8 Incr Delay (d2), s/veh 0.5 0.2 0.2 0.4 5.8 1.0 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 1.8 3.2 6.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.5 0.2 6.7 6.9 54.3 40.8 LnGrp LOS D A A A D D Approach Vol, veh/h 853 694 228 Approach Delay, s/veh 8.4 6.8 47.5 Approach LOS A A D Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 95.7 14.3 14.1 81.6 Change Period (Y+Rc), s * 6.7 * 4.2 * 4.2 * 6.7 Max Green Setting (Gmax), s * 54 * 45 * 15 * 35 Max Q Clear Time (g_c+I1), s 2.0 9.4 6.8 7.7 Green Ext Time (p_c), s 11.5 0.7 0.2 8.1 Intersection Summary HCM 6th Ctrl Delay 12.8 HCM 6th LOS B 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. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\Appendix.3405.doc APPENDIX E EXISTING + PROJECT PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS HCM 6th Signalized Intersection Summary Existing + Project AM 1: Brandywine Ave & Main St 01/12/2023 Chula Vista Self Storage Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 258 853 62 11 687 82 14 8 7 104 16 433 Future Volume (veh/h) 258 853 62 11 687 82 14 8 7 104 16 433 Initial Q (Qb), veh 000000000000 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 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 Adj Flow Rate, veh/h 307 1015 74 12 755 90 21 12 11 142 22 483 Peak Hour Factor 0.84 0.84 0.84 0.91 0.91 0.91 0.66 0.66 0.66 0.73 0.73 0.73 Percent Heavy Veh, %333333333333 Cap, veh/h 299 2216 661 19 1278 151 57 244 224 122 613 506 Arrive On Green 0.17 0.45 0.45 0.02 0.57 0.57 0.02 0.29 0.29 0.07 0.34 0.34 Sat Flow, veh/h 1721 4932 1471 1721 4454 527 3338 854 783 1721 1807 1490 Grp Volume(v), veh/h 307 1015 74 12 556 289 21 0 23 142 22 483 Grp Sat Flow(s),veh/h/ln 1721 1644 1471 1721 1644 1693 1669 0 1637 1721 1807 1490 Q Serve(g_s), s 19.1 15.7 3.2 0.8 12.0 12.2 0.7 0.0 1.1 7.8 0.9 34.9 Cycle Q Clear(g_c), s 19.1 15.7 3.2 0.8 12.0 12.2 0.7 0.0 1.1 7.8 0.9 34.9 Prop In Lane 1.00 1.00 1.00 0.31 1.00 0.48 1.00 1.00 Lane Grp Cap(c), veh/h 299 2216 661 19 943 486 57 0 468 122 613 506 V/C Ratio(X) 1.03 0.46 0.11 0.62 0.59 0.60 0.37 0.00 0.05 1.16 0.04 0.96 Avail Cap(c_a), veh/h 299 2216 661 63 943 486 121 0 551 122 670 553 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 0.97 0.97 0.97 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.4 21.0 17.6 53.5 19.3 19.3 53.5 0.0 28.5 51.1 24.3 35.5 Incr Delay (d2), s/veh 59.3 0.7 0.3 11.4 2.6 5.2 1.4 0.0 0.0 132.2 0.0 25.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.8 5.8 1.1 0.4 3.7 4.2 0.3 0.0 0.4 7.8 0.4 15.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 104.8 21.7 17.9 64.9 21.9 24.5 54.9 0.0 28.5 183.3 24.3 61.1 LnGrp LOS F C B E C C D A C F C E Approach Vol, veh/h 1396 857 44 647 Approach Delay, s/veh 39.8 23.4 41.1 86.7 Approach LOS D C D F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.4 55.8 6.1 42.6 23.3 38.0 12.0 36.7 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 * 41 * 4 40.8 * 19 * 26 * 7.8 37.0 Max Q Clear Time (g_c+I1), s 2.8 17.7 2.7 36.9 21.1 14.2 9.8 3.1 Green Ext Time (p_c), s 0.0 13.8 0.0 0.5 0.0 6.7 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 45.3 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 AM 2: Auto Park Pl & Main St 01/12/2023 Chula Vista Self Storage Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 57 853 58 5 752 2 15 022116 Future Volume (veh/h) 57 853 58 5 752 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 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 Adj Flow Rate, veh/h 66 992 67 6 874 2 32 043120 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.47 0.47 0.47 0.79 0.79 0.79 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 84 3541 1064 10 3331 1000 235 0 206 251 10 198 Arrive On Green 0.06 0.95 0.95 0.01 1.00 1.00 0.14 0.00 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1721 4932 1482 1721 4932 1481 1317 0 1458 1336 70 1401 Grp Volume(v), veh/h 66 992 67 6 874 2 32 043021 Grp Sat Flow(s),veh/h/ln1721 1644 1482 1721 1644 1481 1317 0 1458 1336 0 1471 Q Serve(g_s), s 4.2 1.4 0.2 0.4 0.0 0.0 2.4 0.0 0.3 0.2 0.0 1.4 Cycle Q Clear(g_c), s 4.2 1.4 0.2 0.4 0.0 0.0 3.8 0.0 0.3 0.5 0.0 1.4 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 3541 1064 10 3331 1000 235 0 206 251 0 208 V/C Ratio(X) 0.79 0.28 0.06 0.57 0.26 0.00 0.14 0.00 0.02 0.01 0.00 0.10 Avail Cap(c_a), veh/h 169 3541 1064 91 3331 1000 552 0 557 572 0 562 HCM Platoon Ratio 1.33 1.33 1.33 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.92 0.92 0.92 0.99 0.99 0.99 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh50.9 0.7 0.7 54.2 0.0 0.0 42.8 0.0 40.7 40.9 0.0 41.1 Incr Delay (d2), s/veh 5.6 0.2 0.1 16.8 0.2 0.0 0.3 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 0.3 0.1 0.2 0.1 0.0 0.8 0.0 0.1 0.1 0.0 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 56.4 0.9 0.8 71.0 0.2 0.0 43.0 0.0 40.7 40.9 0.0 41.3 LnGrp LOS E AAEAADADDAD Approach Vol, veh/h 1125 882 36 24 Approach Delay, s/veh 4.2 0.7 42.8 41.3 Approach LOS A A D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s4.9 85.0 20.2 9.6 80.3 20.2 Change Period (Y+Rc), s* 4.2 * 6 4.6 * 4.2 * 6 4.6 Max Green Setting (Gmax), s* 5.8 * 47 42.0 * 11 * 42 42.0 Max Q Clear Time (g_c+I1), s2.4 3.4 3.4 6.2 2.0 5.8 Green Ext Time (p_c), s 0.0 16.2 0.1 0.0 12.7 0.1 Intersection Summary HCM 6th Ctrl Delay 3.8 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 AM 3: Main St & Auto Park Ave 01/12/2023 Chula Vista Self Storage Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 14 843 0 0 757 2000102 Future Volume (veh/h) 14 843 0 0 757 2000102 Initial Q (Qb), veh 0 00000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1807 1807 0 1807 1807 1807 1807 0 1807 Adj Flow Rate, veh/h 16 969 0 0 880 2 3 0 5 Peak Hour Factor 0.87 0.87 0.87 0.86 0.86 0.86 0.38 0.38 0.38 Percent Heavy Veh, % 3 30333 303 Cap, veh/h 24 4389 0 65 4131 1244 24 0 21 Arrive On Green 0.01 0.89 0.00 0.00 0.84 0.84 0.01 0.00 0.01 Sat Flow, veh/h 1721 5095 0 560 4932 1485 1721 0 1531 Grp Volume(v), veh/h 16 969 0 0 880 2 3 0 5 Grp Sat Flow(s),veh/h/ln1721 1644 0 560 1644 1485 1721 0 1531 Q Serve(g_s), s 1.0 3.0 0.0 0.0 3.9 0.0 0.2 0.0 0.4 Cycle Q Clear(g_c), s 1.0 3.0 0.0 0.0 3.9 0.0 0.2 0.0 0.4 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 24 4389 0 65 4131 1244 24 0 21 V/C Ratio(X) 0.66 0.22 0.00 0.00 0.21 0.00 0.13 0.00 0.24 Avail Cap(c_a), veh/h 341 4389 0 65 4131 1244 579 0 515 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh54.0 0.8 0.0 0.0 1.8 1.5 53.6 0.0 53.7 Incr Delay (d2), s/veh 10.6 0.1 0.0 0.0 0.1 0.0 2.4 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 %ile BackOfQ(50%),veh/ln0.5 0.2 0.0 0.0 0.5 0.0 0.1 0.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.5 0.9 0.0 0.0 1.9 1.5 55.9 0.0 59.3 LnGrp LOS E AAAAA EAE Approach Vol, veh/h 985 882 8 Approach Delay, s/veh 2.0 1.9 58.0 Approach LOS A A E Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 103.9 6.1 5.7 98.1 Change Period (Y+Rc), s * 6 4.6 * 4.2 * 6 Max Green Setting (Gmax), s * 62 37.0 * 22 * 36 Max Q Clear Time (g_c+I1), s 5.0 2.4 3.0 5.9 Green Ext Time (p_c), s 18.2 0.0 0.0 11.6 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 + Project AM 4: Main St & Maxwell Rd 01/12/2023 Chula Vista Self Storage Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 200 643 1 1 610 20 9 0 4 26 0 136 Future Volume (veh/h) 200 643 1 1 610 20 9 0 4 26 0 136 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 0.99 0.96 0.99 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 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 Adj Flow Rate, veh/h 241 775 1 1 726 24 20 0 9 32 0 168 Peak Hour Factor 0.83 0.83 0.83 0.84 0.84 0.84 0.46 0.46 0.46 0.81 0.81 0.81 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 303 2345 3 2 2827 93 129 10 38 311 0 280 Arrive On Green 0.09 0.67 0.67 0.00 0.19 0.19 0.19 0.00 0.19 0.19 0.00 0.19 Sat Flow, veh/h 3338 3518 5 1721 4900 162 388 50 197 1343 0 1472 Grp Volume(v), veh/h 241 378 398 1 486 264 29 0 0 32 0 168 Grp Sat Flow(s),veh/h/ln1669 1716 1806 1721 1644 1774 636 0 0 1343 0 1472 Q Serve(g_s), s 7.8 10.4 10.4 0.1 13.9 13.9 1.1 0.0 0.0 0.0 0.0 11.5 Cycle Q Clear(g_c), s 7.8 10.4 10.4 0.1 13.9 13.9 12.6 0.0 0.0 2.3 0.0 11.5 Prop In Lane 1.00 0.00 1.00 0.09 0.69 0.31 1.00 1.00 Lane Grp Cap(c), veh/h 303 1144 1204 2 1897 1023 176 0 0 311 0 280 V/C Ratio(X) 0.79 0.33 0.33 0.53 0.26 0.26 0.16 0.00 0.00 0.10 0.00 0.60 Avail Cap(c_a), veh/h 303 1144 1204 106 1897 1023 391 0 0 545 0 537 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.98 0.98 0.98 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh49.0 7.8 7.8 55.0 24.4 24.5 40.9 0.0 0.0 37.0 0.0 40.7 Incr Delay (d2), s/veh 12.6 0.8 0.7 65.1 0.3 0.6 0.4 0.0 0.0 0.1 0.0 2.1 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/ln3.8 3.8 4.0 0.1 6.0 6.6 0.8 0.0 0.0 0.7 0.0 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.6 8.6 8.6 120.0 24.8 25.1 41.4 0.0 0.0 37.1 0.0 42.7 LnGrp LOS E A A F C C D A A D A D Approach Vol, veh/h 1017 751 29 200 Approach Delay, s/veh 21.1 25.0 41.4 41.8 Approach LOS CCDD Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s4.3 79.6 26.0 14.2 69.8 26.0 Change Period (Y+Rc), s* 4.2 * 6.3 * 5.1 * 4.2 * 6.3 5.1 Max Green Setting (Gmax), s* 6.8 * 48 * 40 * 10 * 45 39.9 Max Q Clear Time (g_c+I1), s2.1 12.4 13.5 9.8 15.9 14.6 Green Ext Time (p_c), s 0.0 12.7 1.2 0.0 15.8 0.1 Intersection Summary HCM 6th Ctrl Delay 25.0 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing + Project AM 5: Main St & Nirvana Ave 01/12/2023 Chula Vista Self Storage Synchro 10 Report Page 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 259 415 565 30 11 66 Future Volume (veh/h) 259 415 565 30 11 66 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 1807 1807 1807 1807 1807 1807 Adj Flow Rate, veh/h 308 494 673 36 0 96 Peak Hour Factor 0.84 0.84 0.84 0.84 0.81 0.81 Percent Heavy Veh, % 3 33333 Cap, veh/h 365 2934 3384 180 79 476 Arrive On Green 0.22 1.00 0.71 0.71 0.00 0.05 Sat Flow, veh/h 3338 3523 4947 255 1721 3062 Grp Volume(v), veh/h 308 494 461 248 0 96 Grp Sat Flow(s),veh/h/ln1669 1716 1644 1751 1721 1531 Q Serve(g_s), s 9.7 0.0 5.3 5.3 0.0 3.0 Cycle Q Clear(g_c), s 9.7 0.0 5.3 5.3 0.0 3.0 Prop In Lane 1.00 0.15 1.00 1.00 Lane Grp Cap(c), veh/h 365 2934 2326 1239 79 476 V/C Ratio(X) 0.84 0.17 0.20 0.20 0.00 0.20 Avail Cap(c_a), veh/h 510 2934 2326 1239 626 1448 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh42.1 0.0 5.5 5.5 0.0 40.5 Incr Delay (d2), s/veh 6.4 0.1 0.2 0.4 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.9 0.0 1.4 1.6 0.0 2.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.5 0.1 5.7 5.8 0.0 40.7 LnGrp LOS D AAAAD Approach Vol, veh/h 802 709 96 Approach Delay, s/veh 18.7 5.7 40.7 Approach LOS B A D Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 100.7 9.3 16.2 84.5 Change Period (Y+Rc), s * 6.7 * 4.2 * 4.2 * 6.7 Max Green Setting (Gmax), s * 59 * 40 * 17 * 38 Max Q Clear Time (g_c+I1), s 2.0 5.0 11.7 7.3 Green Ext Time (p_c), s 7.6 0.3 0.3 9.8 Intersection Summary HCM 6th Ctrl Delay 14.3 HCM 6th LOS B 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 AM 6: Nirvana Ave & Project Drwy 01/12/2023 Chula Vista Self Storage Synchro 10 Report Page 6 Intersection Int Delay, s/veh 0.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 22 0 155 134 0 55 Future Vol, veh/h 22 0 155 134 0 55 Conflicting Peds, #/hr 10 10 0 10 10 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 3 33333 Mvmt Flow 24 0 170 147 0 60 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 324 264 0 0 327 0 Stage 1 254 ----- Stage 2 70 ----- Critical Hdwy 6.43 6.23 - - 4.13 - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 - - 2.227 - Pot Cap-1 Maneuver 668 772 - - 1227 - Stage 1 786 ----- Stage 2 950 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 655 757 - - 1215 - Mov Cap-2 Maneuver 655 ----- Stage 1 778 ----- Stage 2 941 ----- Approach WB NB SB HCM Control Delay, s 10.7 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 655 1215 - HCM Lane V/C Ratio - - 0.037 - - HCM Control Delay (s) - - 10.7 0 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.1 0 - HCM 6th Signalized Intersection Summary Existing + Project PM 1: Brandywine Ave & Main St 01/12/2023 Chula Vista Self Storage Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 334 818 75 16 1063 78 92 19 19 86 6 480 Future Volume (veh/h) 334 818 75 16 1063 78 92 19 19 86 6 480 Initial Q (Qb), veh 000000000000 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 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 Adj Flow Rate, veh/h 352 861 79 19 1251 92 121 25 25 104 7 421 Peak Hour Factor 0.95 0.95 0.95 0.85 0.85 0.85 0.76 0.76 0.76 0.83 0.83 0.83 Percent Heavy Veh, %333333333333 Cap, veh/h 310 2219 662 28 1337 98 175 243 243 91 540 444 Arrive On Green 0.18 0.45 0.45 0.03 0.57 0.57 0.05 0.30 0.30 0.05 0.30 0.30 Sat Flow, veh/h 1721 4932 1471 1721 4677 344 3338 816 816 1721 1807 1486 Grp Volume(v), veh/h 352 861 79 19 880 463 121 0 50 104 7 421 Grp Sat Flow(s),veh/h/ln 1721 1644 1471 1721 1644 1732 1669 0 1631 1721 1807 1486 Q Serve(g_s), s 19.8 12.8 3.4 1.2 27.1 27.1 3.9 0.0 2.4 5.8 0.3 30.5 Cycle Q Clear(g_c), s 19.8 12.8 3.4 1.2 27.1 27.1 3.9 0.0 2.4 5.8 0.3 30.5 Prop In Lane 1.00 1.00 1.00 0.20 1.00 0.50 1.00 1.00 Lane Grp Cap(c), veh/h 310 2219 662 28 940 495 175 0 487 91 540 444 V/C Ratio(X) 1.14 0.39 0.12 0.69 0.94 0.94 0.69 0.00 0.10 1.15 0.01 0.95 Avail Cap(c_a), veh/h 310 2219 662 88 940 495 194 0 549 91 598 492 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 0.92 0.92 0.92 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.1 20.2 17.6 53.0 22.6 22.6 51.2 0.0 27.9 52.1 27.2 37.7 Incr Delay (d2), s/veh 93.3 0.5 0.4 10.0 16.3 25.7 6.7 0.0 0.0 139.3 0.0 25.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 16.1 4.7 1.2 0.6 7.8 9.5 1.8 0.0 1.0 6.0 0.1 14.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 138.4 20.7 18.0 63.0 38.9 48.3 57.9 0.0 27.9 191.4 27.2 63.6 LnGrp LOS F C B E D D E A C F C E Approach Vol, veh/h 1292 1362 171 532 Approach Delay, s/veh 52.6 42.5 49.1 88.1 Approach LOS D D D F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.0 55.9 10.0 38.2 24.0 37.9 10.0 38.1 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 * 5.6 * 42 * 6.4 36.4 * 20 * 27 * 5.8 37.0 Max Q Clear Time (g_c+I1), s 3.2 14.8 5.9 32.5 21.8 29.1 7.8 4.4 Green Ext Time (p_c), s 0.0 12.8 0.0 0.4 0.0 0.0 0.0 0.2 Intersection Summary HCM 6th Ctrl Delay 53.9 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 + Project PM 2: Auto Park Pl & Main St 01/12/2023 Chula Vista Self Storage Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 82 787 40 10 1062 9 45 1 15 8 1 76 Future Volume (veh/h) 82 787 40 10 1062 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 0.99 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 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 Adj Flow Rate, veh/h 96 926 47 12 1280 11 70 2 23 10 1 93 Peak Hour Factor 0.85 0.85 0.85 0.83 0.83 0.83 0.64 0.64 0.64 0.82 0.82 0.82 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 119 3250 976 19 2966 889 240 23 269 305 3 285 Arrive On Green 0.14 1.00 1.00 0.00 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1721 4932 1481 1721 4932 1479 1243 120 1375 1320 16 1460 Grp Volume(v), veh/h 96 926 47 12 1280 11 70 0 25 10 0 94 Grp Sat Flow(s),veh/h/ln1721 1644 1481 1721 1644 1479 1243 0 1495 1320 0 1476 Q Serve(g_s), s 6.0 0.0 0.0 0.8 25.0 0.7 5.6 0.0 1.5 0.7 0.0 6.0 Cycle Q Clear(g_c), s 6.0 0.0 0.0 0.8 25.0 0.7 11.7 0.0 1.5 2.2 0.0 6.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.92 1.00 0.99 Lane Grp Cap(c), veh/h 119 3250 976 19 2966 889 240 0 292 305 0 288 V/C Ratio(X) 0.81 0.28 0.05 0.62 0.43 0.01 0.29 0.00 0.09 0.03 0.00 0.33 Avail Cap(c_a), veh/h 232 3250 976 75 2966 889 477 0 576 556 0 569 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) 0.93 0.93 0.93 0.96 0.96 0.96 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh46.7 0.0 0.0 54.6 27.6 17.8 43.0 0.0 36.2 37.1 0.0 38.0 Incr Delay (d2), s/veh 4.6 0.2 0.1 11.3 0.4 0.0 0.7 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/ln2.5 0.1 0.0 0.4 11.0 0.2 1.8 0.0 0.6 0.2 0.0 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 51.3 0.2 0.1 65.8 28.1 17.9 43.7 0.0 36.3 37.2 0.0 38.7 LnGrp LOS D A A E C B D A D D A D Approach Vol, veh/h 1069 1303 95 104 Approach Delay, s/veh 4.8 28.3 41.8 38.5 Approach LOS A C D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.4 78.5 26.1 11.8 72.1 26.1 Change Period (Y+Rc), s* 4.2 * 6 4.6 * 4.2 * 6 4.6 Max Green Setting (Gmax), s* 4.8 * 48 42.4 * 15 * 38 42.4 Max Q Clear Time (g_c+I1), s2.8 2.0 8.0 8.0 27.0 13.7 Green Ext Time (p_c), s 0.0 14.8 0.6 0.0 8.3 0.4 Intersection Summary HCM 6th Ctrl Delay 19.4 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 PM 3: Main St & Auto Park Ave 01/12/2023 Chula Vista Self Storage Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 6 818 0 0 1068 3000207 Future Volume (veh/h) 6 818 0 0 1068 3000207 Initial Q (Qb), veh 0 00000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1807 1807 0 1807 1807 1807 1807 0 1807 Adj Flow Rate, veh/h 7 986 0 0 1287 4 3 0 9 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.75 0.75 0.75 Percent Heavy Veh, % 3 30333 303 Cap, veh/h 12 4361 0 65 4138 1246 34 0 30 Arrive On Green 0.01 1.00 0.00 0.00 0.84 0.84 0.02 0.00 0.02 Sat Flow, veh/h 1721 5095 0 551 4932 1485 1721 0 1531 Grp Volume(v), veh/h 7 986 0 0 1287 4 3 0 9 Grp Sat Flow(s),veh/h/ln1721 1644 0 551 1644 1485 1721 0 1531 Q Serve(g_s), s 0.4 0.0 0.0 0.0 6.3 0.0 0.2 0.0 0.6 Cycle Q Clear(g_c), s 0.4 0.0 0.0 0.0 6.3 0.0 0.2 0.0 0.6 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 12 4361 0 65 4138 1246 34 0 30 V/C Ratio(X) 0.58 0.23 0.00 0.00 0.31 0.00 0.09 0.00 0.30 Avail Cap(c_a), veh/h 106 4361 0 65 4138 1246 579 0 515 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh54.1 0.0 0.0 0.0 1.9 1.4 53.0 0.0 53.2 Incr Delay (d2), s/veh 15.1 0.1 0.0 0.0 0.2 0.0 1.1 0.0 5.5 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/ln0.2 0.0 0.0 0.0 0.7 0.0 0.1 0.0 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 69.2 0.1 0.0 0.0 2.1 1.4 54.1 0.0 58.7 LnGrp LOS E AAAAA DAE Approach Vol, veh/h 993 1291 12 Approach Delay, s/veh 0.6 2.1 57.5 Approach LOS A A E Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 103.3 6.7 5.0 98.3 Change Period (Y+Rc), s * 6 4.6 * 4.2 * 6 Max Green Setting (Gmax), s * 62 37.0 * 6.8 * 51 Max Q Clear Time (g_c+I1), s 2.0 2.6 2.4 8.3 Green Ext Time (p_c), s 18.9 0.0 0.0 21.5 Intersection Summary HCM 6th Ctrl Delay 1.8 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 PM 4: Main St & Maxwell Rd 01/12/2023 Chula Vista Self Storage Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 135 692 8 0 852 35 7 0 0 44 0 227 Future Volume (veh/h) 135 692 8 0 852 35 7 0 0 44 0 227 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.98 1.00 1.00 0.99 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 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 1807 Adj Flow Rate, veh/h 157 805 9 0 916 38 12 0 0 85 0 437 Peak Hour Factor 0.86 0.86 0.86 0.93 0.93 0.93 0.58 0.58 0.58 0.52 0.52 0.52 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 301 1985 22 2 2149 89 106 0 0 611 0 484 Arrive On Green 0.09 0.57 0.57 0.00 0.15 0.15 0.33 0.00 0.00 0.33 0.00 0.33 Sat Flow, veh/h 3338 3476 39 1721 4852 201 126 0 0 1362 0 1489 Grp Volume(v), veh/h 157 398 416 0 620 334 12 0 0 85 0 437 Grp Sat Flow(s),veh/h/ln1669 1716 1798 1721 1644 1765 126 0 0 1362 0 1489 Q Serve(g_s), s 4.9 14.2 14.2 0.0 18.9 18.9 1.4 0.0 0.0 0.0 0.0 30.9 Cycle Q Clear(g_c), s 4.9 14.2 14.2 0.0 18.9 18.9 32.2 0.0 0.0 3.9 0.0 30.9 Prop In Lane 1.00 0.02 1.00 0.11 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 301 980 1027 2 1456 782 106 0 0 611 0 484 V/C Ratio(X) 0.52 0.41 0.41 0.00 0.43 0.43 0.11 0.00 0.00 0.14 0.00 0.90 Avail Cap(c_a), veh/h 358 980 1027 66 1456 782 199 0 0 751 0 637 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 0.97 0.97 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh47.8 13.2 13.2 0.0 34.2 34.3 50.9 0.0 0.0 26.4 0.0 35.5 Incr Delay (d2), s/veh 0.5 1.2 1.2 0.0 0.9 1.7 0.5 0.0 0.0 0.1 0.0 13.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.1 5.6 5.9 0.0 8.4 9.2 0.3 0.0 0.0 1.6 0.0 12.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.3 14.4 14.3 0.0 35.1 35.9 51.3 0.0 0.0 26.5 0.0 48.9 LnGrp LOS D B B A D D D A A C A D Approach Vol, veh/h 971 954 12 522 Approach Delay, s/veh 19.9 35.4 51.3 45.2 Approach LOS B D D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s0.0 69.1 40.9 14.1 55.0 40.9 Change Period (Y+Rc), s* 4.2 * 6.3 * 5.1 * 4.2 * 6.3 5.1 Max Green Setting (Gmax), s* 4.2 * 43 * 47 * 12 * 36 46.9 Max Q Clear Time (g_c+I1), s0.0 16.2 32.9 6.9 20.9 34.2 Green Ext Time (p_c), s 0.0 11.9 2.9 0.1 11.5 0.0 Intersection Summary HCM 6th Ctrl Delay 31.4 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 + Project PM 5: Main St & Nirvana Ave 01/12/2023 Chula Vista Self Storage Synchro 10 Report Page 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 174 581 605 44 62 275 Future Volume (veh/h) 174 581 605 44 62 275 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 1807 1807 1807 1807 1807 1807 Adj Flow Rate, veh/h 207 692 651 47 0 387 Peak Hour Factor 0.84 0.84 0.93 0.93 0.88 0.88 Percent Heavy Veh, % 3 33333 Cap, veh/h 303 2599 2944 211 247 718 Arrive On Green 0.18 1.00 0.63 0.63 0.00 0.14 Sat Flow, veh/h 3338 3523 4848 336 1721 3062 Grp Volume(v), veh/h 207 692 455 243 0 387 Grp Sat Flow(s),veh/h/ln1669 1716 1644 1733 1721 1531 Q Serve(g_s), s 6.4 0.0 6.6 6.7 0.0 12.2 Cycle Q Clear(g_c), s 6.4 0.0 6.6 6.7 0.0 12.2 Prop In Lane 1.00 0.19 1.00 1.00 Lane Grp Cap(c), veh/h 303 2599 2066 1089 247 718 V/C Ratio(X) 0.68 0.27 0.22 0.22 0.00 0.54 Avail Cap(c_a), veh/h 449 2599 2066 1089 701 1525 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 0.00 1.00 Uniform Delay (d), s/veh43.5 0.0 8.8 8.8 0.0 36.9 Incr Delay (d2), s/veh 1.0 0.2 0.2 0.5 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.5 0.1 2.1 2.3 0.0 10.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.5 0.2 9.1 9.3 0.0 37.5 LnGrp LOS D AAAAD Approach Vol, veh/h 899 698 387 Approach Delay, s/veh 10.4 9.1 37.5 Approach LOS B A D Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 90.0 20.0 14.2 75.8 Change Period (Y+Rc), s * 6.7 * 4.2 * 4.2 * 6.7 Max Green Setting (Gmax), s * 54 * 45 * 15 * 35 Max Q Clear Time (g_c+I1), s 2.0 14.2 8.4 8.7 Green Ext Time (p_c), s 11.5 1.6 0.2 8.1 Intersection Summary HCM 6th Ctrl Delay 15.3 HCM 6th LOS B 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 PM 6: Nirvana Ave & Project Drwy 01/12/2023 Chula Vista Self Storage Synchro 10 Report Page 6 Intersection Int Delay, s/veh 3.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 134 0 175 43 0 203 Future Vol, veh/h 134 0 175 43 0 203 Conflicting Peds, #/hr 10 10 0 10 10 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 3 33333 Mvmt Flow 149 0 194 48 0 226 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 464 238 0 0 252 0 Stage 1 228 ----- Stage 2 236 ----- Critical Hdwy 6.43 6.23 - - 4.13 - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 - - 2.227 - Pot Cap-1 Maneuver 555 798 - - 1307 - Stage 1 808 ----- Stage 2 801 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 544 783 - - 1295 - Mov Cap-2 Maneuver 544 ----- Stage 1 800 ----- Stage 2 793 ----- Approach WB NB SB HCM Control Delay, s 14.1 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 544 1295 - HCM Lane V/C Ratio - - 0.274 - - HCM Control Delay (s) - - 14.1 0 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 1.1 0 - LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\Appendix.3405.doc APPENDIX F QUEUE CALCULATION SHEETS AND EXCERPTS FROM THE AASHTO GEOMETRIC DESIGN OF HIGHWAYS AND STREET MANUAL AND THE CITY OF CHULA VISTA DESIGN AND CONSTRUCTION STANDARD DRAWINGS 2017 ON SIGHT DISTANCE CALCULATIONS Queuing and Blocking Report Existing + Project AM 01/12/2023 Chula Vista Self Storage SimTraffic Report Page 3 Queuing and Blocking Report Existing + Project PM 01/12/2023 Chula Vista Self Storage SimTraffic Report Page 3 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- ----·----- 4 10' J' -- MAJOR STREET ~~ SIGHT VISION CLEARANCE AREA '----"-"'-~ TO BE CLEAR OF ALL FENCES, WALLS, HEDGES, OR OTHER SIGHT OBSTRUCTIONS PER CVMC 12.12.120 REQUIRED SIGHT DISTANCE* DESIGN OR CORNER SIGHT STOPPING SIGHT 85TH PERCENTILE DISTANCE DISTANCE SPEED (D 1 &: D2) (D 1 &: D2) (IN M.P.H.} FROM LOCA T!ON @ FROM LOCATION @ 25 280 155 JO 335 200 35 390 250 40 445 305 45 500 360 50 555 425 55 610 495 60 665 570 65 720 645 70 775 730 * SIGHT DISTANCE FOR LEVEL GRADE (3% OR LESS) (SEE SHEET 2 FOR ADDITIONAL NOTES) SHEET 1 OF 3 REVISION BY APPROVED DATE CITY OF CHULA VISTA I J\ ~ ORIGINAL CVM c. SWANSON 11/02 ENGINEERING & CAPITAL PROJECTS vv REVISION DPH W. VALLE 11/17 STANDARD DRAWING ~,..,..,.,---=-----:--+.-;-:=-----:--:-~=,_ SIGHT DISTANCE REQUIREMENTS CORNER SIGHT DISTANCE IS DEFINED AS THE SIGHT DISTANCE NEEDED TO ALLOW 7 1/2 SECONDS OF REACTION TIME FOR THE DRIVER OF A VEHICLE STOPPED AT POINT "A 11 TO PROCEED THRU THE INTERSECT/ON WHILE THE APPROACHING VEHICLE (POINT 11B 11 ) TRAVELS AT THE ASSUMED DESIGN SPEED, OR THE 85 PERCENTILE SPEED (WHICHEVER IS HIGHER), OF THE MAJOR ROADWAY. CORNER SIGHT DISTANCE SHALL (1) BE MEASURED ALONG THE PATH OF THE APPROACHING VEHICLE TO A PROJECTED POINT OF COLLISION BETWEEN VEHICLES, ASSUMING THAT BOTH VEHICLES PROCEED STRAIGHT AHEAD AND (2) SHALL COMPLY WITH THE TABLE PROVIDED ON THE PREVIOUS PAGE, BASED ON THE MINIMUM DESIGN SPEED OF THE ROADWAY, OR THE 85th PERCENTILE SPEED, WHICHEVER IS HIGHER. THIS SIGHT DISTANCE IS MEASURED FROM A 3.5 FOOT EYE HEIGHT ON THE MINOR ROAD TO A 4.25 FOOT OBJECT HEIGHT ON THE MAJOR ROAD. STOPPING SIGHT DISTANCE IS DEFINED AS THE DISTANCE REQUIRED BY THE DRIVER AT POINT 11B 1 : TRAVELING AT A GIVEN SPEED, TO BRING THEIR VEHICLE TO A STOP AFTER AN OBJECT ON THE ROAD BECOMES VISIBLE. STOPPING SIGHT DISTANCE IS MEASURED FROM A 3.5 FOOT EYE HEIGHT ON THE MAJOR ROAD TO AN OBJECT 0. 5 FEET HIGH ON THE MINOR ROAD. ADDITIONAL SIGHT DISTANCE NOTES: 1) THE SIGHT DISTANCE REQUIREMENTS SHALL BE INCREASED BY 20% ON SUSTAINED DOWNGRADES STEEPER THAN 3% AND LONGER THAN 1 MILE. 2) IN CASES OF RIGHT-OF-WAY CONFLICTS, WHERE EXTENSIVE EXCAVA T/ON IS REQUIRED OR FOR THE PRESERVATION OF WETLANDS, HISTORIC OR ARCHAEOLOGICAL SITES, A LESSER VALUE FOR CORNER SIGHT DISTANCE MA YB£ USED. BUT THE MINIMUM VALUE SHALL BE THE STOPPING SIGHT DISTANCE GIVEN IN THE PREVIOUS PAGE, MEASURED FROM A 3.5 FOOT EYE HEIGHT ON THE MINOR ROAD TO A 4.5 FOOT EYE HEIGHT ON THE MAJOR ROAD. USE OF THIS MINIMUM SIGHT DISTANCE MUST BE SPECIF/CALLY APPROVED BY THE CITY ENGINEER OR THEIR DESIGN££. 3) AT SIGNALIZED INTERSECTIONS, THE STOPPING SIGHT DISTANCE REQUIREMENTS SHALL BE USED. STRIPING NOTES: CROSSWALK LIMITS: UNLESS OTHERWISE APPROVED BY THE CITY ENGINEER, THE FRONT OF THE CROSSWALK SHALL BE ESTABLISHED BETWEEN POINTS 5 FEET OUT FROM THE FACE OF CURB ON RADIAL LINES ESTABLISHED ALONG THE PROJECTED CENTERLINES OF THE CURB RETURNS. THE BACK OF THE CROSSWALK SHALL BE ESTABLISHED 11 FEET BACK FROM THE FRONT LINE OF THE CROSSWALK MEASURED ALONG A LINE PERPENDICULAR TO THE FRONT LINE. STOPPING LIMIT LINE: AT SIGNALIZED INTERSECTIONS, WHERE SCHOOL CROSSING ARE ESTABLISHED, AND/OR WHERE STRIPING PLANS IND/CA TE, A STOPPING LIMIT LINE SHALL BE ESTABLISHED 4 FEET BACK FROM THE CROSSWALK. THE CRITICAL LINE OF SIGHT SHALL BE ESTABLISHED BETWEEN POINT "A 11 ON THE MINOR STREET AND POINT 11B 11 ON THE MAJOR STREET. POINT 11A 11 SHALL BE THAT POINT MEASURED 8 FEET BACK FROM EITHER THE BACK OF THE STOPPING LIMIT LINE, IF ONE EXISTS, OR THE BACK LINE OF THE CROSSWALK AND 3 FEET FROM THE LANE LINE STRIPE OR THE PAINTED CENTER LINE OF THE MINOR STREET. POINT 11B 11 SHALL BE THAT POINT, BEING THE END POINT OF EITHER LINE D1 OR 021 MEASURED THE DISTANCE GIVEN IN THE REQUIRED SIGHT DISTANCE TABLE AND 3 FEET FROM THE LANE LINE STRIPE OR THE PAINTED CENTER LINE OF THE MAJOR STREET. THE CRITICAL LINE OF SIGHT IS THAT LINE WHICH OFFERS THE MOST RESTRICTIVE POINT OF VISION. SIGHT VISION CLEARANCE AREA NOTES: PER CHULA VISTA MUNICIPAL CODE SECTION 12.12.120, ALL FENCES WALLS, HEDGES, OR OTHER OBSTRUCTIONS TO VISION THAT ARE LOCATED WITHIN SIGHT VISION TRIANGLE SHALL BE LIMITED TO A MAXIMUM HEIGHT OF 3 FEET, MEASURED FROM EVERY POINT ALONG THE OUTER EDGE OF THE PAVED SURFACE OF THE ROADWAY. SHEET 2.0F 3 REVISION BY APPROVED DATE CITY OF CHULA VISTA ll \r•. 11 A\ U( f \IJ ll ORIGINAL CVM c. SWANSON 11/02 ENGINEERING & CAPITAL PROJECTS \J"\U)(JW\l/,VJ.lJ_ ~R_E_~_Sl_ON~D-~~l-~-~-E~1~1/_17~~~~~ST_A_N_D_A_R_D~D_RA_W_l_N_G~~~~~w~~~UE 11n1nrn1 SIGHT DISTANCE REQUIREMENTS CITY ENGINEER ADDITIONAL NOTES RWY-05 SIDE PROPERTY LINE J' SIDE SETBACK LINE FRONT SETBACK LINE FRONT SE TBA CK FRONT PROPERTY LINE LINE OF SIGHT BISECTING LINE 40' OR LESS (5.40 FT) BISECTING LINE SIDE PROPERTY LINE 40' OR LESS J' .,...,.,,.-~~--r-~~~~ SIDE SETBACK SIDE SETBACK LINE FRONT SETBACK LINE FRONT SETBACK FRONT PROPERTY LINE 1) FRONT AND SIDE SETBACKS ARE ESTABLISHED BY THE PLANNING AND BUILDING DEPARTMENT, AND SJ:jAJJ.. SERVE AS THE BASIS FOR DETERMINING SIGHT-LINE CALCULATIONS. 2) THE LINE OF SIGHT IS ESTABLISHED AT A CORNER PROPERTY AS FOLLOWS: FROM A POINT ALONG A LINE THAT BISECTS AN INTERIOR ANGLE, SAID ANGLE IS BEING FORMED BY INTERSECTING THE FRONT AND SIDE SETBACK LINES, THE LINE OF SIGHT IS ESTABLISHED PERPENDICULAR TO SAID BISECTING LINE AND 3 FEET FROM THE ABOVE REFERENCED POINT. THE LINE OF SIGHT SHALL EXTEND TO INTERSECT THE FRONT AND SIDE PROPERTY LINES. HOWEVER, THE LENGTH OF THIS LINE SHALL BE A MINIMUM OF 45 FEET, MEASURED FROM A POINT OF INTERSECT/ON WITH THE SIDE PROPERTY LINE TO A POINT OF INTERSECTION WITH THE FRONT PROPERTY LINE. THE SIGHT DISTANCE REQUIREMENTS SHALL FURTHER COMPLY WITH THE PROVISIONS OF SECTION 12.12.120 OF THE MUNICIPAL CODE. 3} PER CHULA VISTA MUNICIPAL CODE SECTION 12.12.120, ALL FENCES, WALLS, HEDGES OR OTHER OBSTRUCTIONS TO VISION, THAT ARE LOCATED WITHIN THE SIGHT VISION TRIANGLE, SHALL BE LIMITED TO A MAXIMUM HEIGHT OF 3.0 FEET, MEASURED FROM EVERY POINT ALONG THE OUTER EDGE OF THE PAVED SURFACE OF THE ROADWAY. REVISION BY APPROVED DATE CITY OF CHULA VISTA ORIGINAL CVM c. SWANSON 11/02 ENGINEERING & CAPITAL PROJECTS 1-R_E_V_IS_IO_N-+-D_P---tH _W._V_AL_LE_+-11~/1_7+-____ S_T_A_N_D_A_R_D_D_R_A_W_I N_G ____ --1WILLIAM S. VALLE 1-----1---+-----+--i.....,IGHT DISTANCE REQUIREMENTS FOR CITY ENGINEER SHE T 3 OF 3 STREETS 40' OR LESS RWY-05 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-21-3405 Chula Vista Nirvana N:\3405\Report\Appendix.3405.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