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Home My WebLink AboutAttachment 6.2 -Appendices I - TIATRANSPORTATION IMPACT ANALYSIS ACADIA HOSPITAL Chula Vista, California June 16, 2020 LLG Ref. 3-18-3022 Prepared by: Under the Supervision of: Amelia Giacalone John Boarman, P. E. Transportation Planner III Principal LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx i TABLE OF CONTENTS SECTION PAGE Appendices .......................................................................................................................................... iii List of Figures ..................................................................................................................................... iv List of Tables ....................................................................................................................................... v 1.0 Introduction ................................................................................................................................ 1 2.0 Project Description .................................................................................................................... 2 3.0 Existing Conditions .................................................................................................................... 6 3.1 Existing Street System ........................................................................................................ 6 3.2 Existing Traffic Volumes .................................................................................................... 6 4.0 Vehicles Miles Traveled (VMT): Overview and Background ............................................. 10 4.1 VMT Background ............................................................................................................. 10 4.2 Senate Bill 743 .................................................................................................................. 10 4.3 Proposed Technical Guidance ........................................................................................... 11 4.3.1 General Recommendations Regarding Methodology ........................................... 11 4.3.2 Recommendations Regarding Significance Thresholds ....................................... 11 5.0 VMT Analysis ........................................................................................................................... 12 5.1 Local Agency Transition to SB743 ................................................................................... 12 5.2 Significance Criteria ......................................................................................................... 12 5.3 Map-Based Screening ....................................................................................................... 12 5.3.1 Screening Map Results ......................................................................................... 12 5.4 Impacts Summary ............................................................................................................. 13 6.0 Local Mobility Analysis Study Area, Approach and Methodology .................................... 16 6.1 Study Area ........................................................................................................................ 16 6.2 Analysis Approach ............................................................................................................ 17 6.3 Analysis Methodology ...................................................................................................... 17 6.3.1 Signalized Intersections ........................................................................................ 18 6.3.2 Un-signalized Intersections ................................................................................... 20 6.3.3 Street Segments ..................................................................................................... 20 7.0 Substantial Effect Criteria ...................................................................................................... 21 8.0 Analysis of Existing Conditions .............................................................................................. 23 8.1 Peak Hour Intersection Analysis ....................................................................................... 23 8.2 Daily Street Segment Operations ...................................................................................... 23 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx ii 9.0 Trip Generation/Distribution/Assignment ............................................................................ 26 9.1 Trip Distribution and Assignment .................................................................................... 26 10.0 Analysis of Existing with Project Conditions ........................................................................ 31 10.1 Peak Hour Intersection Analysis ....................................................................................... 31 10.2 Daily Street Segment Operations ...................................................................................... 31 11.0 Near-Term (Year 2025) Analysis ............................................................................................ 34 11.1 Near-Term Volumes ......................................................................................................... 34 11.2 Near-Term without Project Conditions ............................................................................. 34 11.2.1 Peak Hour Intersection Analysis ........................................................................... 34 11.2.2 Daily Street Segment Operations .......................................................................... 34 11.3 Near-Term with Project Conditions .................................................................................. 34 11.3.1 Peak Hour Intersection Analysis ........................................................................... 34 11.3.2 Daily Street Segment Operations .......................................................................... 35 12.0 Long-Term (Year 2035) Analysis ........................................................................................... 40 12.1 Long-Term Volumes ......................................................................................................... 40 12.2 Long-Term without Project Conditions ............................................................................ 40 12.2.1 Peak Hour Intersection Analysis ........................................................................... 40 12.2.2 Daily Street Segment Operations .......................................................................... 40 12.3 Long-Term with Project Conditions ................................................................................. 40 12.3.1 Peak Hour Intersection Analysis ........................................................................... 40 12.3.2 Daily Street Segment Operations .......................................................................... 41 12.4 Queuing Assessment ......................................................................................................... 41 13.0 Pedestrian, Bicycle and Transit Mobility .............................................................................. 49 13.1 Existing Pedestrian Conditions ......................................................................................... 49 13.2 Existing Bicycle Network ................................................................................................. 49 13.3 Existing Transit Conditions .............................................................................................. 49 14.0 Parking ...................................................................................................................................... 52 15.0 Substantial Effects and Operational Improvements ............................................................ 53 15.1 Project Specific Effects ..................................................................................................... 53 15.2 Cumulative Effects ............................................................................................................ 53 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx iii APPENDICES APPENDIX A. Existing Intersection and Segment Manual Count Sheets and Traffic Signal Timing Sheets B. Existing Peak Hour Intersection Analysis Worksheets C. Existing with Project Peak Hour Intersection Analysis Worksheets D. Near-Term Peak Hour Intersection Analysis Worksheets E. Near-Term with Project Peak Hour Intersection Analysis Worksheets F. Long-Term Peak Hour Intersection Analysis Worksheets G. Long-Term with Project Intersection Analysis Worksheets H. Site Specific Trip Generation Study I. Traffic Volume Growth Factor Calculations J. Post Operational Improvement Intersection Analysis Worksheets LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx iv LIST OF FIGURES SECTION—FIGURE # FOLLOWING PAGE Figure 2–1 Vicinity Map ................................................................................................................... 3 Figure 2–2 Project Area Map ............................................................................................................ 4 Figure 2–3 Site Plan .......................................................................................................................... 5 Figure 3–1 Existing Conditions Diagram .......................................................................................... 8 Figure 3–2 Existing Traffic Volumes ................................................................................................ 9 Figure 5–1 City of Chula Vista Overall Screening Map ................................................................. 14 Figure 5–2 Map Query – Acadia Project Site ................................................................................. 15 Figure 9–1 Project Traffic Distribution ........................................................................................... 28 Figure 9–2 Project Traffic Volumes ................................................................................................ 29 Figure 9–3 Existing with Project Traffic Volumes ......................................................................... 30 Figure 11–1 Near-Term without Project Traffic Volumes ............................................................ 38 Figure 11–2 Near-Term with Project Traffic Volumes ................................................................. 39 Figure 12–1 Long-Term without Project Traffic Volumes ........................................................... 47 Figure 12–2 Long-Term with Project Traffic Volumes ................................................................ 48 Figure 13–1 Pedestrian Traffic Volumes ....................................................................................... 50 Figure 13–2 Bicycle Traffic Volumes ........................................................................................... 51 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx v LIST OF TABLES SECTION—TABLE # PAGE Table 3–1 Existing Traffic Volumes ..................................................................................................... 7 Table 5–1 Project VMT Findings – City of Chula Vista Screening Tool .......................................... 13 Table 6–1 Intersection Level of Service Descriptions ........................................................................ 19 Table 6–2 Intersection LOS & Delay Ranges..................................................................................... 19 Table 6–3 City of Chula Vista Roadway Capacity Standards Average Daily Vehicle Trips ............. 20 Table 8–1 Existing Intersection Operations ........................................................................................ 24 Table 8–2 Existing Street Segment Operations .................................................................................. 25 Table 9–1 Project Trip Generation ..................................................................................................... 27 Table 10–1 Existing with Project Intersection Operations ................................................................. 32 Table 10-2 Existing with Project Street Segment Operations ............................................................ 33 Table 11–1 Near Term Intersection Operations .................................................................................. 36 Table 11–2 Near Term Street Segment Operations ............................................................................ 37 Table 12–1 Long Term Intersection Operations ................................................................................. 43 Table 12–2 Long Term with Project Street Segment Operations ....................................................... 44 Table 12-3 Year 2035 Signalized Intersection Queuing Assessment ................................................. 45 Table 15–1 Year 2035 Intersection Operational Improvement Analysis for Project Specific Effects 53 Table 15–2 Year 2035 Intersection Operational Improvement Analysis for Cumulative Effects ...... 54 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 1 TRANSPORTATION IMPACT ANALYSIS ACADIA HOSPITAL Chula Vista, California June 16, 2020 1.0 INTRODUCTION The following traffic study has been prepared to determine and evaluate the traffic impacts on the local circulation system due to the construction of the proposed Acadia Hospital project (“Project”) in the City of Chula Vista. This traffic study analyzes intersections and street segments in the Project vicinity to determine potential impacts related to the traffic generated by the proposed Project. Included in this traffic study are the following:  Project Description  Existing Conditions Description  Vehicle Miles Traveled (VMT) Background  Project VMT Significance Criteria and Methodology  Project VMT Analysis  Local Mobility Analysis Study Area, Approach & Methodology  Existing Conditions Assessment  Substantial Effect Criteria  Project Trip Generation / Distribution / Assignment  Existing with Project Conditions Analysis  Near-Term Assessment  Long-Term Assessment  Pedestrian, Bicycle, and Transit Mobility  Parking Assessment  Substantial Effects and Operational Improvements LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 2 2.0 PROJECT DESCRIPTION The Acadia Hospital Project proposes the construction of a new 120-bed Hospital. The Project is located at the terminus of the Showroom Place cul-de-sac, north of Fenton Street in the City of Chula Vista. Figure 2–1 shows the Project’s Vicinity Map and Figure 2-2 shows a more detailed Project Area Map. Figure 2–3 shows the Project’s site plan. 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Thursday, February 21, 2019@32.6494407,-116.9623747,15z?hl=en&authuser=0Project Area MapFigure 2-2N:\3022\FiguresDate: 03/21/19Acadia HealthProjectSite BUILDINGPARKINGFIRE TRUCK ACCESSEXTERIORACTIVITY AREAEXTERIORACTIVITY AREAEXTERIORACTIVITY AREAEXTERIORACTIVITY AREAEXTERIORACTIVITY AREAEXTERIORACTIVITY AREAPARKINGPARKINGPARKINGFLEXIBLERECREATIONLAWNCANE-BOLT ANCHORHOLES ARE ON CONCRETEAPRON48 east holly streetpasadena, ca 91103tel: 626.793.9805 fax: 626.793.9807•ARCHITECTSEAST LAKEBEHAVIORAL HEALTHHOSPITAL830 & 831 SHOWROOM PLACECHULA VISTA, CA 91914ACADIAHEALTHCAREA-1.00Site PlanFigure 2-3N:\3022\FiguresDate: 08/30/19Acadia HealthShowroom Place LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 6 3.0 EXISTING CONDITIONS 3.1 Existing Street System The following are brief descriptions of the existing streets in the project area. Figure 3-1 depicts the existing conditions within the study area. Otay Lakes Road is classified as a seven-lane Expressway between the SR-125 and Eastlake parkway and a six-lane prime east of Eastlake Parkway in the City of Chula Vista General Plan. Currently, Telegraph Canyon Road is constructed as a seven-lane divided roadway from the SR-125 Ramps to Eastlake Parkway and a six-lane divided roadway East of Eastlake parkway. Bike lanes exist on both sides of the street and curbside parking is prohibited. The posted speed limit is 50 mph. Eastlake Parkway is classified as a four-lane Major in the City of Chula Vista General Plan. Currently, Eastlake Parkway is constructed as a six-lane divided roadway. Bike lanes exist on both sides of the street and curbside parking is prohibited. The posted speed limit is 40 mph. Fenton Street is classified as a Class I Collector in the City of Chula Vista General Plan. Currently, Fenton Street is constructed as a four-lane undivided roadway between Eastlake Parkway and Kuhn Drive and a two-lane undivided roadway with a two-way left turn lane east of Kuhn Drive. Bike lanes are not provided on either side of the street and curbside parking is permitted east of Lane Avenue. The posted speed limit is 35 mph. Hunte Parkway is classified as a four-lane Major in the City of Chula Vista General Plan. Currently, Hunte Parkway is constructed as a four-lane divided roadway. On-street parking is prohibited. The posted speed limit is 45 mph and bike lanes are provided. Lane Avenue is classified as a Class I Collector in the City of Chula Vista General Plan. Currently, Lane Parkway is constructed as a four-lane undivided roadway with a two-way left-turn lane. On- street parking is prohibited. The posted speed limit is 35 mph and bike lanes are provided. Showroom Place is an unclassified roadway in the City of Chula Vista General Plan. Currently, Showroom Place is constructed as a two-lane undivided roadway. On-street parking is generally allowed except between the hours of 10 PM and 6 AM. Bike lanes are not provided and a posted speed limit was not observed. 3.2 Existing Traffic Volumes Existing weekday AM and PM peak hour (7:00-9:00 AM and 4:00-6:00 PM) turning movement counts at the study intersections and 24-hour average daily traffic (ADT) volumes along the study area street segment were conducted on Tuesday, December 18th, 2018 while area schools were in session. Table 3–1 provides a summary of the counted average daily traffic volumes (ADTs). Figure 3–2 shows the Existing Traffic Volumes. Appendix A contains the manual count sheets. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 7 TABLE 3–1 EXISTING TRAFFIC VOLUMES Street Segment ADTa Date Otay Lakes Road SR-125 Northbound Ramps to Eastlake Parkway 43,230 Dec. 18, 2018 Eastlake Parkway to Lane Avenue 29,30 Dec. 18, 2018 Lane Avenue to Fenton Street 19,210 Dec. 18, 2018 Fenton Street to Hunte Parkway 18,750 Dec. 18, 2018 East of Hunte Parkway 10,670 Dec. 18, 2018 Eastlake Parkway Fenton Street to Otay Lakes Road 23,250 Dec. 18, 2018 Fenton Street Lane Avenue to Showroom Place 8,200 Dec. 18, 2018 Showroom Place to Otay Lakes Road 6,260 Dec. 18, 2018 Hunte Parkway Otay Lakes Road to Clubhouse Drive 14,910 Dec. 18, 2018 Footnotes: a. Average Daily Traffic Volumes. Source: NDS Traffic Count Firm !(!(!(!(!(!(!(!(!(!(21987654310ÏÏO!(!(!(!(!(!(!(!(!(!(NLDJVJZWDIHHUDJJTWWVGJTHUTTUDGJTHWGGGJHHHWDGGGTTHUDKJGGGJJVGGJJTTHHUDGGJJTTHHWTTHHHWDDGGGJJNVGJLLHHUHHHWDGGJJVJDGGGTTHHWFenton StComm DwyOtay Lakes RdFenton StFenton StOtay Lakes Rd98675432110Otay Lakes Rd Otay Lakes RdOtay Lakes RdOtay Lakes RdEastlake PkwyEastlake PkwySR-125 SB RmpsSR-125 NB RmpsHunte Pkwy^_OtayLakesRdHuntePkwyFentonStL a n e A v e S h o w r o o m P l EastlakePkwyEastlakePkwyOtayLakesRd}125ClubhouseDrLane AveFenton StFenton StComm DwyShowroom PlLane AveHarold PlComm DwyHaroldPl50Existing Conditions DiagramFigure 3-1N:\3022\FiguresDate: 07/24/19Acadia Health6D506D506D506D454D454D404D40 4D 406D2D2D2U2U2D 4U 354U 35 2U Intersection ControlPosted Speed LimitXXTwo-Way Left Turn LaneD / UDivided / Undivided Roadway#Number of Travel LanesTurn Lane ConfigurationsStudy IntersectionsBike Lanes (Parking Prohibited)2U !( !(!( !( !( !( !( !( !( !( 8,200 43,23014,9101 9 ,2 1 0 18,750 10,67029,73023,2506,2602 1 9 8 7 6 54 3 10 Existing Traffic Volumes Acadia Health Figure 3-2N:\3022\FiguresDate: 08/27/19 [ AM / PM IntersectionPeak Hour Volume sAM / PM Study Intersectio ns!!#Average DailyTraffic VolumesX,XXX ^_Project Site ^_ÏÏO!(!(!(!(!( !(!( !( !( !(0 / 27 / 641 / 5219 / 5 3 / 1032 / 1 11 / 4514 / 5524 / 3125 / 5326 / 5733 / 60 41 / 66 41 / 73 46 / 13 46 / 5147 / 88 49 / 24 49 / 83 60 / 14 75 / 3975 / 70 94 / 80 116 / 10 172 / 64 31 / 13538 / 28040 / 18642 / 14051 / 204 53 / 19859 / 10861 / 194 64 / 154 68 / 18572 / 10272 / 167 88 / 16389 / 10694 / 228 97 / 159118 / 194 119 / 156511 / 800 211 / 293112 / 171114 / 185 141 / 121128 / 164131 / 102 105 / 160 103 / 160 142 / 386 146 / 101 164 / 222166 / 237 168 / 399 175 / 170 186 / 149 190 / 124 191 / 388 198 / 644136 / 160 224 / 353225 / 515229 / 189231 / 147243 / 296251 / 125258 / 524265 / 506270 / 699279 / 680 364 / 444370 / 187385 / 276423 / 532432 / 757 458 / 281 459 / 460 506 / 356 510 / 410 138 / 151 537 / 452551 / 193813 / 850 815 / 848 854 / 639 908 / 5331,113 / 1,802 1,724 / 2,263 1,220 / 1,873 1,605 / 1,858 Harold PlLane AveFenton StComm DwyHunte PkwyShowroom PlEastlake PkwySR-125 SB RmpsSR-125 NB RmpsComm DwyLane AveEastlake PkwyFenton St Comm DwyOtay Lakes Rd Otay Lakes Rd Otay Lakes Rd Fenton St Otay Lakes RdOtay Lakes RdOtay Lakes Rd Fenton St 98 6 7 54321 10 OtayLakesRdHuntePkwyFentonSt LaneAveShowr oomPlEastlakePkwyEastlakePkwy OtayLakesRd }125 ClubhouseDrHaroldPl LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 10 4.0 VEHICLES MILES TRAVELED (VMT): OVERVIEW AND BACKGROUND This section presents an overview and background on VMT and the implementation of California State Law Senate Bill 743 (SB 743) requiring its use in the evaluation of transportation impacts for CEQA. At the time this report was prepared, the City of Chula Vista was in the process of creating guidelines for VMT evaluation. LLG has coordinated with City Staff on an interim approach and methodology, and to obtain the latest draft screening map which identifies employee VMT per capita for locations Regionwide. 4.1 VMT Background VMT is defined as a measure of miles traveled by vehicles within a specified region and for a specified time period. VMT is a measure of the use and efficiency of the transportation network. VMTs are calculated based on individual vehicle trips generated and their associated trip lengths. VMT accounts for two-way (round trip) travel and is estimated for a typical weekday for the purposes of measuring transportation impacts. For hospital projects like the Acadia project, “VMT per employee” is the efficiency metric used for evaluation. In general, the analysis presents the project VMT per employee, and compares it to a regional VMT per employee to determine if the former is higher, equal to, or lower than the latter. 4.2 Senate Bill 743 In September 2013, the Governor’s Office signed SB 743 into law, starting a process that fundamentally changes the way transportation impact analysis is conducted under CEQA. Within the State’s CEQA Guidelines, these changes include the elimination of auto delay, LOS, and similar measurements of vehicular roadway capacity and traffic congestion as the basis for determining significant impacts. The guidance identifies VMT as the most appropriate CEQA transportation metric, along with the elimination of auto delay / LOS for CEQA purposes statewide. The justification for this paradigm shift is that auto delay/ LOS impacts lead to improvements that increase roadway capacity and therefore induce more traffic and greenhouse gas emissions. The legislation was also intended to incentivize development in and around Transit Priority Areas (TPAs) and High-Quality Transit Corridors (HQTC’s), and to encourage high density infill and mixed-use projects. In January 2016, the Governor’s Office of Planning and Research (OPR) issued Draft Guidance, which provided recommendations for updating the State’s CEQA Guidelines in response to SB 743 and recommended practice for VMT analysis in an accompanying “Technical Advisory on Evaluating Transportation Impacts in CEQA” (Technical Advisory). OPR’s most recent Technical Advisory is dated December 2018. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 11 4.3 Proposed Technical Guidance The following information is sourced from OPR’s latest Technical Advisory (December 2018). This represents a non-regulatory advisory document on the evaluation of transportation impacts using VMT. 4.3.1 General Recommendations Regarding Methodology OPR allows a screening map to be the basis of the VMT impact evaluation. As a hospital project, the VMT is evaluated in terms of “VMT per employee”. The Project VMT per employee is obtained from the screening map, and then compared to VMT thresholds established by the City to determine the significance of the Project’s impacts. 4.3.2 Recommendations Regarding Significance Thresholds Lead agencies have the discretion to set or apply their own thresholds of significance. However, the criteria for determining the significance of transportation impacts should promote:  Reduction of greenhouse gas emissions;  Development of multimodal transportation networks; and  A diversity of land uses Given that the City of Chula Vista has not yet adopted VMT thresholds, the OPR Advisory describes the analysis for the following circumstances, which was used for the project’s VMT analysis: A proposed project exceeding a level of fifteen percent (15%) below existing VMT per capita may indicate a significant transportation impact. Existing VMT per capita may be measured as Regional VMT per capita or as City VMT per capita. Thus, for this analysis, the minimum threshold of significance for determination of the project’s transportation impact is 15% or less of the regional VMT per Employee. Any reduction in comparative VMT more than 15% is considered not significant. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 12 5.0 VMT ANALYSIS 5.1 Local Agency Transition to SB743 To-date, some local and regional agencies have begun transitioning to SB 743 VMT analyses to satisfy CEQA requirements. While the City of Chula Vista has not yet formally developed draft guidelines or adopted significance criteria and technical methodologies for VMT analysis, they are in the process of doing so and anticipate City Council adoption by June 2020. To prepare this VMT analysis ahead of formal adoption of the City’s significance criteria and methodology, LLG consulted with City of Chula Vista staff and was instructed to utilize OPR guidance from the Technical Advisory and San Diego ITE Regional Guidelines to develop significance thresholds and technical methodologies for the Project. 5.2 Significance Criteria Guidance from OPR’s Technical Advisory is used to establish a significance threshold of a minimum 15% reduction or more from the regional average VMT per employee. That means that if the Project’s VMT per employee is more than 15% below the regional average, no significant transportation impact would result. 5.3 Map-Based Screening Prior to any detailed project-specific VMT analysis, OPR allows for the use of a “map-based screening” (screening map) to identify if a project would result in a less-than-significant impact. The City of Chula Vista’s screening map which has been developed for their forthcoming VMT guidelines was utilized for the Project. This map provides VMT per employee evaluation for locations throughout the City, and accounts for surrounding land uses, population density, and transportation infrastructure in accordance with OPR guidelines. These elements collectively shape mobility behavior and provide a strong indication of expected project VMT. In general, higher density and mix of land uses with access to mobility options are expected to generate lower VMT. 5.3.1 Screening Map Results The City of Chula Vista’s VMT Screening Tool (screening map) is found online at: https://cvgis.maps.arcgis.com/apps/webappviewer/index.html?id=d80a3cddc1964f8c88dafef234147 e98 This screening map allows for a search by address of properties within the City of Chula Vista. The data presented in the screening map includes:  Census Tract  VMT per employee  Percent of regional mean LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 13  Employees  Description of VMT results Figure 5–1 shows a screen capture of the overall screening map. This figure shows the project location, the City boundaries, and the TPAs and HQTCs identified within the City. Figure 5–2 shows a summary of the query for the Acadia project site. This figure shows that the VMT per employee at this location is 21.35 miles, which is 82.43% of the regional average (25.90 miles). The result is that the Project is more than 15% below the regional VMT per employee significance threshold. Table 5–1 presents a tabular summary of the screening map data described above. TABLE 5–1 PROJECT VMT FINDINGS – CITY OF CHULA VISTA SCREENING TOOL Scenario Regional Baseline VMT per Employee Significance Threshold (85% of Regional Average VMT per Employee) Project VMT per Employee Transportation Impact? (Over Threshold?) Employee VMT per capita 25.90 22.02 21.35 No Source: City of Chula Vista VMT Screening Tool (May 2020). 5.4 Impacts Summary Based on the screening map review and the Project’s location in a high efficiency area and the resultant 21.35 VMT per Employee, the Project is 82.43% of the regional average VMT per Employee, which is below the 85% minimum threshold of significance. Therefore, the Project is presumed to have less than significant transportation impacts, and no mitigation measures are required. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 16 6.0 LOCAL MOBILITY ANALYSIS STUDY AREA, APPROACH AND METHODOLOGY In addition to the VMT analysis presented above, a Project-Specific Local Mobility Analysis (LMA) was also prepared that focuses on automobile delay and LOS. The LOS analysis was conducted to identify Project effects on the roadway operations in the Project study area and recommend Project improvements to address noted deficiencies; however, the CEQA impact significance determination for the proposed Project is based only on VMT and not on LOS. 6.1 Study Area The study area was determined based on the SANTEC/ITE Regional Guidelines for Traffic Impact Studies which require that a Project study area be established as follows:  Intersections and street segments where the Project will add 50 or more peak hour trips in either direction.  Mainline freeway locations where the Project will add 50 or more peak hour trips in either direction.  Metered Freeway Ramps where the Project will add 20 or more peak hour trips. In addition, the study area locations were selected based on the Project’s trip distribution and are the most likely locations to be affected by the Project. The Project study area includes the following locations. INTERSECTIONS 1. State-Route 125 SB Ramps / Otay Lakes Road 2. State-Route 125 NB Ramps / Otay Lakes Road 3. Eastlake Parkway / Otay Lakes Road 4. Lane Avenue / Otay Lakes Road 5. Fenton Street / Otay Lakes Road 6. Hunte Parkway / Otay Lakes Road 7. Eastlake Parkway / Fenton Street 8. Lane Avenue / Fenton Street 9. Showroom Place / Fenton Street 10. Harold Place / Fenton Street STREET SEGMENTS Otay Lakes Road State-Route 125 NB Ramps to Eastlake Parkway Eastlake Parkway to Lane Avenue Lane Avenue to Fenton Street Fenton Street to Hunte Parkway East of Hunte Parkway LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 17 Eastlake Parkway Fenton Street to Otay Lakes Road Fenton Street Lane Avenue to Showroom Place Showroom Place to Otay Lakes Road Hunte Parkway Otay Lakes Road to Clubhouse Drive It should be noted that the unsignalized intersections along Lane Avenue north of Fenton Street, specifically at Boswell Road and MacKenzie Creek Road, were considered for analysis but not included in the study area since only 6% of the Project’s trips (144 ADT, 12 AM peak hour trips, and 14 PM peak hour trips) are expected to travel through these intersections. 6.2 Analysis Approach This study analyzes the above-mentioned intersections and street segments in the Project area. The study area locations were analyzed under the following conditions to determine potential affects to the road network:  Existing  Existing with Project  Near-Term without Project  Near-Term with Project  Long-Term without Project  Long-Term with Project 6.3 Analysis Methodology There are various methodologies used to analyze signalized intersections, un-signalized intersections and street segments. The measure of effectiveness for intersection and segment operations is level of service which denotes the operating conditions which occur at a given intersection or 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. Level of service provides an index to the operational qualities of a roadway segment or an intersection. Levels of service designations range from A to F, with LOS A representing the best operating conditions and LOS F representing the worst. Level of service designation is reported differently for signalized and un-signalized intersections, as well as for roadway segments. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 18 6.3.1 Signalized Intersections In the Highway Capacity Manual (HCM), Level of Service for signalized intersections is defined in terms of delay. The level of service analysis results in seconds of delay expressed in terms of letters A through F. Delay is a measure of driver discomfort, frustration, fuel consumption, and lost travel time. Table 6-1 summarizes the signalized intersections levels of service descriptions. Table 6-2 depicts the criteria, which are based on the overall average control delay for a signalized intersection. The level of service criteria is 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. 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. 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. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 19 TABLE 6–1 INTERSECTION LEVEL OF SERVICE DESCRIPTIONS Level of Service Description A 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. B Generally occurs with good progression and/or short cycle lengths. More vehicles stop than for LOS A, causing higher levels of average delay. C Generally results when there is fair progression and/or longer cycle lengths. Individual cycle failures may begin to appear in this level. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. D Generally results in noticeable congestion. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high volume-to-capacity ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. E Considered to be the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high volume-to-capacity ratios. Individual cycle failures are frequent occurrences. F 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 volume-to-capacity 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 TABLE 6–2 INTERSECTION LOS & DELAY RANGES LOS Delay (seconds/vehicle) Signalized Intersections Un-signalized Intersections A ≤ 10.0 ≤ 10.0 B 10.1 to 20.0 10.1 to 15.0 C 20.1 to 35.0 15.1 to 25.0 D 35.1 to 55.0 25.1 to 35.0 E 55.1 to 80.0 35.1 to 50.0 F ≥ 80.1 ≥ 50.1 Source: 2010 Highway Capacity Manual LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 20 6.3.2 Un-signalized Intersections Table 6-2 depicts the criteria, which are based on the average control delay for any particular minor movement at an un-signalized intersection. The 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. 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. 6.3.3 Street Segments Street segment analysis is based upon the comparison of daily traffic volumes (ADTs) to the City of Chula Vista’s Roadway Classification, Level of Service, and ADT Table. This table provides segment capacities for different street classifications, based on traffic volumes and roadway characteristics. The City of Chula Vista’s Roadway Classification, Level of Service and ADT table is shown in Table 6–3. TABLE 6–3 CITY OF CHULA VISTA ROADWAY CAPACITY STANDARDS AVERAGE DAILY VEHICLE TRIPS Road Level of Service Roadway Classification X-Section A (V/C = 0.6) B (V/C = 0.7) C (V/C = 0.8) D (V/C = 0.9) E (V/C = 1.0) Expressway 104/128 52,000 61,300 70,000 78,800 87,500 Prime Arterial 104/128 37,500 43,800 50,000 56,300 62,500 Major Street (6 lanes) 104/128 30,000 35,000 40,000 45,000 50,000 Major Street (4 lanes) 80/104 22,500 26,300 30,000 33,800 37,500 Class I Collector 74/94 16,500 19,300 22,000 24,800 27,500 Class II Collector 52/72 9,000 10,500 12,000 13,500 15,000 Class III Collector 40/60 5,600 6,600 7,500 8,400 9,400 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 21 7.0 SUBSTANTIAL EFFECT CRITERIA Traffic effects will be defined as either project specific effects or cumulative effects. Project specific 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. Cumulative effects are those in which the project trips contribute to a poor LOS, at a level that falls below the Project-specific effect threshold. Criteria for determining whether the project results in either project specific or cumulative effects on intersections in the City of Chula Vista are as follows: SHORT TERM (STUDY HORIZON YEAR 0 TO 4) INTERSECTIONS a. Project specific effect if both the following criteria are met: i. Level of service is LOS E or LOS F. ii. Project trips comprise 5% or more of entering volume. b. Cumulative effect if only (i) is met. STREET LINKS/SEGMENTS If the planning analysis using the volume to capacity ratio indicates LOS C or better, there is no effect. If the planning analysis indicates LOS D, E or F, the GMOC method should be utilized. The following criteria would then be utilized. a. Project specific effect if all the following criteria are met: i. Level of service is LOS D for more than 2 hours or LOS E/F for 1 hour ii. Project trips comprise 5% or more of segment volume iii. Project adds greater than 800 ADT to the segment b. Cumulative effect if only (i) is met. LONG TERM (STUDY HORIZON YEAR 5 AND LATER) INTERSECTIONS a. Project specific effect if both the following criteria are met: i. Level of service is LOS E or LOS F. ii. Project trips comprise 5% or more of entering volume. b. Cumulative effect if only (i) is met. STREET LINKS/SEGMENTS Use the planning analysis using the volume to capacity ratio methodology only. The GMOC analysis methodology is not applicable beyond a four-year horizon. a. Project specific effect if all the following criteria are met: i. Level of service is LOS D for more than 2 hours or LOS E/F for 1 hour LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 22 ii. Project trips comprise 5% or more of segment volume iii. Project adds greater than 800 ADT to the segment b. Cumulative effect if only (i) above is met. However, if the intersections along a LOS D or LOS E segment all operate at LOS D or better, the segment effect is considered not substantial since intersection analysis is more indicative of actual roadway system operations than street segment analysis. If segment Level of Service is LOS F, effect is substantial regardless of intersection LOS. c. Notwithstanding the foregoing, if the effect identified in paragraph a. above occurs at study horizon year 10 or later, and is offsite and not adjacent to the project, the effect is considered cumulative. Study year 10 may be that typical SANDAG model year which is between 8 and 13 years in the future. In this case of a traffic study being performed in the period of 2000 to 2002, because the typical model will only evaluate traffic at years divisible by 5 (i.e. 2005, 2010, 2015 and 2020) study horizon year 10 would correspond to the SANDAG model for year 2010 and would be 8 years in the future. If the model year is less than 7 years in the future, study horizon year 10 would be 13 years in the future. d. In the event a direct identified project specific effect in paragraph a. above occurs at study horizon year 5 or earlier and the effect is offsite and not adjacent to his project, but the property immediately adjacent to the identified project specific effect is also proposed to be developed in approximately the same time frame , an additional analysis may be required to determine whether or not the identified project specific effect would still occur if the development of the adjacent property does not take place. If the additional analysis concludes that the identified project specific effect is no longer a direct effect, then the effect shall be considered cumulative. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 23 8.0 ANALYSIS OF EXISTING CONDITIONS 8.1 Peak Hour Intersection Analysis Table 8–1 summarizes the peak hour intersection operations under Existing conditions in the study area. As shown, the study area intersections are calculated to currently operate acceptably at LOS D or better during the AM and PM peak hours, with the exception of the following:  Harold Place / Fenton Street (LOS F during the PM peak hour) Appendix B contains the Existing intersection analysis worksheets. 8.2 Daily Street Segment Operations Table 8–2 summarizes the Existing street segment operations along the key study area roadways. As shown, all the study area street segments are calculated to currently operate acceptably at LOS B or better. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 24 SIGNALIZED UNSIGNALIZED DELAY/LOS THRESHOLDS DELAY/LOS THRESHOLDS Delay LOS Delay LOS 0.0 ≤ 10.0 A 0.0 ≤ 10.0 A 10.1 to 20.0 B 10.1 to 15.0 B 20.1 to 35.0 C 15.1 to 25.0 C 35.1 to 55.0 D 25.1 to 35.0 D 55.1 to 80.0 E 35.1 to 50.0 E ≥ 80.1 F ≥ 50.1 F TABLE 8–1 EXISTING INTERSECTION OPERATIONS Intersection Control Type Peak Hour Existing Delaya LOSb 1. SR-125 SB Ramps / Otay Lakes Road Signal AM 5.4 A PM 14.7 B 2. SR-125 NB Ramps / Otay Lakes Road Signal AM 3.1 A PM 1.7 A 3. Eastlake Parkway / Otay Lakes Road Signal AM 39.6 D PM 44.8 D 4. Lane Avenue / Otay Lakes Road Signal AM 14.0 B PM 15.5 B 5. Fenton Street / Otay Lakes Road Signal AM 8.9 A PM 11.8 B 6. Hunte Parkway / Otay Lakes Road Signal AM 25.1 C PM 22.7 C 7. Eastlake Parkway / Fenton Street Signal AM 22.7 C PM 40.2 D 8. Lane Avenue / Fenton Street Signal AM 17.0 B PM 21.0 C 9. Showroom Place / Fenton Street AWSC d AM 10.1 B PM 12.1 B 10. Harold Place / Fenton Street TWSCc AM 19.2 C PM >200 F Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service. c. TWSC – Two-Way Stop Controlled intersection. Minor street left- turn delay reported. d. AWSC – All Way Stop Controlled intersection. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 25 TABLE 8–2 EXISTING STREET SEGMENT OPERATIONS Street Segment Functional Classification Capacity (LOS C) a Existing ADTb LOSc Otay Lakes Road SR-125 NB Ramps to Eastlake Parkway 7-Lane Expressway 61,250 43,230 A Eastlake Parkway to Lane Avenue 6-Lane Prime 50,000 29,730 A Lane Avenue to Fenton Street 6-Lane Prime 50,000 19,210 A Fenton Street to Hunte Parkway 6-Lane Prime 50,000 18,750 A East of Hunte Parkway 6-Lane Prime 50,000 10,670 A Eastlake Parkway Fenton Street to Otay Lakes Road 4-Lane Major Road 30,000 23,250 B Fenton Street Lane Avenue to Showroom Place Class I Collector 22,000 8,200 A Showroom Place to Otay Lakes Road Class I Collector 22,000 6,260 A Hunte Parkway Otay Lakes Road to Clubhouse Drive 4-Lane Major Road 30,000 14,910 A Footnotes: a. Capacities based on City of Chula Vista Roadway Classification Table. b. Average Daily Traffic Volumes. c. Level of Service. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 26 9.0 TRIP GENERATION/DISTRIBUTION/ASSIGNMENT As described in Section 2 of this study, the Project proposes to construct a 120-Bed Hospital. Trip generation rates for the Project were obtained from the (Not So) Brief Guide of Traffic Generators for the San Diego Region published by the San Diego Association of Governments (SANDAG) in April 2002. Table 9–1 summarizes the trip generation for the Project. As shown in Table 9–1, the Project is calculated to generate 2,400 ADT with a total of 192 trips during the AM peak hour (134 inbound/ 58 outbound trips) and 240 trips during PM peak hour (96 inbound/ 144 outbound trips). It should be noted that the use of the SANDAG trip rate of 20 ADT per bed may not necessarily reflect the Project’s actual traffic generation. The Project is a unique land use with limited opportunities for visitors and a reduced staffing requirement as compared to a traditional hospital. Counts performed at another facility suggest a traffic generation rate of 6 ADT per bed, over three times less than the rate used in this study. However, in order to provide a conservative analysis, the SANDAG trip rate of 20 ADT per bed was used. Additional information regarding the site-specific trip generation study is provided in Appendix H. 9.1 Trip Distribution and Assignment The Project’s distribution was informed by the locations of the proposed access points, traffic patterns observed from the existing traffic counts, and the location of residential areas where employees could reside. Figure 9–1 shows the distribution of the Project trips. Figure 9–2 shows the total Project traffic volumes. Figure 9-3 shows the Existing with Project traffic volumes. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 27 TABLE 9–1 PROJECT TRIP GENERATION Use Quantity Daily Trip Ends (ADTS)a AM Peak Hour PM Peak Hour Rate b Volume % of ADT In:Out Split Volume % of ADT In:Out Split Volume In Out In Out Hospital 120 Beds 20 / Bed 2,400 8% 70:30 134 58 10% 40:60 96 144 Footnotes: a. Average Daily Trips b. Trip Generation Rate from the SANDAG’s Not So Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, 2002. !(!(!(!(!(!(!(!(!(!(21987654310ÏÏO!(!(!(!(!(!(!(!(!(!(Fenton StComm DwyOtay Lakes RdFenton StFenton StOtay Lakes Rd98675432110Otay Lakes Rd Otay Lakes RdOtay Lakes RdOtay Lakes RdEastlake PkwyEastlake PkwySR-125 SB RmpsSR-125 NB RmpsHunte Pkwy^_OtayLakesRdHuntePkwyFentonStL a n e A v e S h o w r o o m P l EastlakePkwyEastlakePkwyOtayLakesRd}125ClubhouseDrLane AveFenton StFenton StComm DwyShowroom PlLane AveHarold PlComm DwyHaroldPl27%20%Project Traffic DistributionFigure 9-1N:\3022\FiguresDate: 05/21/20Acadia HealthOutbound Local Trip DistributionQ E TX%Inbound Local Trip DistributionQ E TX%XX%Local Trip DistributionStudy IntersectionsRegional Trip DistributionXX%20%35%12%35%20%47%55%12%20%4%47%4%4%4%20%47%51%51%51%16%16%51%7%2%7%7%2%7%3%3%24%24%6%27%6%27%33%67%67%33%3%24% 6%33%67%100%7%2%16%7%51%51%8%67%35%12%33%33% !( !(!( !( !( !( !( !( !( !( 50 170790 380580 1,6101 ,2 2 0 1,6101,2202 1 9 8 7 6 54 3 10 Project Traffic Volumes Acadia Health Figure 9-2N:\3022\FiguresDate: 05/21/20 [ AM / PM IntersectionPeak Hour Volume sAM / PM Study Intersectio ns!!#Average DailyTraffic VolumesX,XXX ^_Project Site ^_ÏÏO!(!(!(!(!( !(!( !( !( !( 1 / 3 2 / 4 2 / 63 / 6 3 / 9 4 / 2 4 / 35 / 48 / 69 / 79 / 234 / 10 7 / 1720 / 50 19 / 4890 / 6416 / 1214 / 35 12 / 2922 / 15 27 / 19 27 / 68 30 / 7332 / 2336 / 26 39 / 9644 / 32 47 / 34 63 / 45 68 / 4974 / 53 16 / 39 5 / 427 / 199 / 74 / 10 12 / 2927 / 68 44 / 32 19 / 48 30 / 73 68 / 49 Harold PlLane AveFenton StComm DwyHunte PkwyShowroom PlEastlake PkwySR-125 SB RmpsSR-125 NB RmpsLane AveComm DwyEastlake PkwyFenton St Comm DwyOtay Lakes Rd Otay Lakes RdOtay Lakes Rd Otay Lakes Rd Fenton St Fenton St Otay Lakes RdOtay Lakes Rd 98 6 7 54321 10 OtayLakesRdHuntePkwyFentonSt LaneAveShowr oomPlEastlakePkwyEastlakePkwy OtayLakesRd }125 ClubhouseDrHaroldPl !( !(!( !( !( !( !( !( !( !( 8,990 44,84015,0802 0 ,4 3 0 19,130 10,72030,95023,8307,8702 1 9 8 7 6 54 3 10 Existing + Project Traffic Volumes Acadia Health Figure 9-3N:\3022\FiguresDate: 05/21/20 [ AM / PM IntersectionPeak Hour Volume sAM / PM Study Intersectio ns!!#Average DailyTraffic VolumesX,XXX ^_Project Site ^_ÏÏO!(!(!(!(!( !(!( !( !( !(0 / 27 / 641 / 5219 / 5 3 / 1032 / 1 11 / 4514 / 5524 / 3125 / 5333 / 60 41 / 73 46 / 13 46 / 5149 / 24 49 / 83 49 / 9260 / 14 75 / 3975 / 70 85 / 98 94 / 80 116 / 10 172 / 64 38 / 28042 / 14045 / 10551 / 204 59 / 10861 / 194 72 / 167 62 / 22164 / 154 70 / 23170 / 25971 / 19472 / 10297 / 15993 / 109211 / 293110 / 267 112 / 171118 / 194 119 / 156138 / 119 144 / 176143 / 389 146 / 101 124 / 208149 / 127158 / 217166 / 237 169 / 226103 / 160 172 / 186 172 / 409 178 / 227 179 / 180 190 / 124 200 / 650205 / 423 206 / 200 208 / 164227 / 359 231 / 147237 / 544243 / 296258 / 524260 / 132261 / 212270 / 699279 / 680292 / 525369 / 448370 / 187394 / 283423 / 532432 / 757 462 / 283 486 / 479 510 / 410 518 / 385 537 / 452551 / 193579 / 849 840 / 918 878 / 893 884 / 712 908 / 533 1,798 / 2,316 1,133 / 1,852 1,247 / 1,941 1,652 / 1,892 Harold PlLane AveFenton StComm DwyHunte PkwyShowroom PlEastlake PkwySR-125 SB RmpsSR-125 NB RmpsComm DwyLane AveEastlake PkwyFenton St Comm DwyOtay Lakes Rd Otay Lakes Rd Otay Lakes Rd Fenton St Otay Lakes RdOtay Lakes RdOtay Lakes Rd Fenton St 98 6 7 54321 10 OtayLakesRdHuntePkwyFentonSt LaneAveShowr oomPlEastlakePkwyEastlakePkwy OtayLakesRd }125 ClubhouseDrHaroldPl LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 31 10.0 ANALYSIS OF EXISTING WITH PROJECT CONDITIONS 10.1 Peak Hour Intersection Analysis Table 10–1 summarizes the peak hour intersection operations under Existing with Project conditions in the study area. As shown, with the addition of Project traffic, the study area intersections are calculated to continue to operate acceptably at LOS D or better during the AM and PM peak hours, with the exception of the following:  Harold Place / Fenton Street (LOS F during the PM peak hour) Based on the City of Chula Vista’s substantial effect criteria, a substantial project specific effect is calculated the intersection of Harold Place / Fenton Street. Appendix C contains the Existing with Project intersection analysis worksheets. 10.2 Daily Street Segment Operations Table 10–2 summarizes the Existing with Project street segment operations along the key study area roadways. As shown, with the addition of Project traffic, the study area street segments are calculated to continue to operate acceptably at LOS B or better. Based on the City of Chula Vista’s substantial effect criteria, no substantial segment effects are calculated. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 32 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 10–1 EXISTING WITH PROJECT INTERSECTION OPERATIONS Intersection Control Type Peak Hour Existing Existing with Project Project % of Entering Volume (>5%) Effect Type Delaya LOSb Delay LOS 1. SR-125 SB Ramps / Otay Lakes Road Signal AM 5.4 A 5.7 A 3.0% None PM 14.7 B 15.0 B 2.7% 2. SR-125 NB Ramps / Otay Lakes Road Signal AM 3.1 A 3.4 A 3.3% None PM 1.7 A 1.8 A 3.3% 3. Eastlake Parkway / Otay Lakes Road Signal AM 39.6 D 41.1 D 3.3% None PM 44.8 D 45.6 D 2.9% 4. Lane Avenue / Otay Lakes Road Signal AM 14.0 B 14.0 B 4.1% None PM 15.5 B 15.9 B 4.5% 5. Fenton Street / Otay Lakes Road Signal AM 8.9 A 11.6 B 6.8% None PM 11.8 B 15.4 B 7.5% 6. Hunte Parkway / Otay Lakes Road Signal AM 25.1 C 25.8 C 1.1% None PM 22.7 C 24.1 C 1.8% 7. Eastlake Parkway / Fenton Street Signal AM 22.7 C 23.7 C 2.8% None PM 40.2 D 41.4 D 2.2% 8. Lane Avenue / Fenton Street Signal AM 17.0 B 18.2 B 4.2% None PM 21.0 C 22.3 C 3.7% 9. Showroom Place / Fenton Street AWSCd AM 10.1 B 11.0 B 27.5% None PM 12.1 B 19.7 C 22.6% 10. Harold Place / Fenton Street TWSC c AM 19.2 C 21.0 C 9.0% Project PM >200 F >200 F 6.7% Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service. c. TWSC – Two Way Stop Controlled intersection. Minor street left-turn delay reported. d. AWSC – All Way Stop Controlled intersection. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 33 TABLE 10-2 EXISTING WITH PROJECT STREET SEGMENT OPERATIONS Street Segment Capacity (LOS C) a Existing Existing with Project Substantial Effect Criteria Effect Type ADTb LOSc ADT LOS Project ADT > 800 Project Contribution > 5% Otay Lakes Road SR-125 NB Ramps to Eastlake Parkway 76,650 43,230 A 44,840 A 1,610 4% None Eastlake Parkway to Lane Avenue 62,500 29,730 A 30,950 A 1,220 4% None Lane Avenue to Fenton Street 62,500 19,210 A 20,430 A 1,220 6% None Fenton Street to Hunte Parkway 62,500 18,750 A 19,130 A 380 2% None East of Hunte Parkway 62,500 10,670 A 10,720 A 50 0% None Eastlake Parkway Fenton Street to Otay Lakes Road 37,500 23,250 B 23,830 B 580 2% None Fenton Street Lane Avenue to Showroom Place 27,500 8,200 A 8,990 A 790 9% None Showroom Place to Otay Lakes Road 27,500 6,260 A 7,870 A 1,610 20% None Hunte Parkway Otay Lakes Road to Clubhouse Drive 37,500 14,910 A 15,080 A 170 1% None Footnotes: a. Capacities based on City of Chula Vista Roadway Classification Table. b. Average Daily Traffic Volumes. c. Level of Service. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3002 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 34 11.0 NEAR-TERM (YEAR 2025) ANALYSIS 11.1 Near-Term Volumes Future traffic volumes for the Near-Term (Year 2025) scenario were forecast by first calculating the average growth factor for the area. A factor of 1.5% per year was calculated based on the overall increase in daily traffic between the Existing daily traffic volumes conducted for this study in 2018 and the Year 2035 daily traffic volumes obtained from the SANDAG Series 13 traffic model, divided by the number of years between 2018 and 2035 (calculations included in Appendix I). A growth factor of 10.5% (1.5% x 7 years to account for the growth between Existing 2018 traffic counts and Year 2025 conditions) was then applied to the Existing traffic volumes to determine the Near-Term (Year 2025) traffic volumes. Figure 11–1 depicts the Near-Term without Project traffic volumes, and Figure 11–2 depicts the Near-Term with Project traffic volumes. 11.2 Near-Term without Project Conditions 11.2.1 Peak Hour Intersection Analysis Table 11–1 summarizes the peak hour intersection operations under Near-Term conditions in the study area. As shown, the following study area intersections are calculated to operate at LOS E or F in the Year 2025:  Eastlake Parkway / Otay Lakes Road (LOS E during the AM and PM peak hours)  Hunte Parkway / Otay Lakes Road (LOS E during the AM peak hour)  Eastlake Parkway / Fenton Street (LOS E during the PM peak hour)  Harold Place / Fenton Street (LOS F during the PM peak hour) Appendix D contains the Near-Term intersection analysis worksheets. 11.2.2 Daily Street Segment Operations Table 11–2 summarizes the Near-Term street segment operations along the key study area roadways. As shown, the study area street segments are calculated to operate acceptably at LOS B or better. 11.3 Near-Term with Project Conditions 11.3.1 Peak Hour Intersection Analysis Table 11–1 summarizes the peak hour intersection operations under Near-Term with Project conditions in the study area. As shown, with the addition of Project traffic, the following study area intersections are calculated to operate at LOS E or F:  Eastlake Parkway / Otay Lakes Road (LOS E during the AM and PM peak hours)  Hunte Parkway / Otay Lakes Road (LOS E during the AM peak hour)  Eastlake Parkway / Fenton Street (LOS E during the PM peak hour)  Harold Place / Fenton Street (LOS F during the AM and PM peak hour) LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3002 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 35 Based on the City of Chula Vista’s substantial effect criteria, substantial cumulative effects are calculated at the following intersections:  Eastlake Parkway / Otay Lakes Road  Hunte Parkway / Otay Lakes Road  Eastlake Parkway / Fenton Street A substantial project specific effect is calculated at the intersection of Harold Place / Fenton Street. Appendix E contains the Near-Term with Project intersection analysis worksheets. 11.3.2 Daily Street Segment Operations Table 11–2 summarizes the Near-Term with Project Street segment operations along the key study area roadways. As shown, with the addition of Project traffic, the study area street segments are calculated to continue to operate acceptably at LOS B or better. Based on the City of Chula Vista’s substantial effect criteria, no substantial segment effects are calculated. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3002 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 36 SIGNALIZED UNSIGNALIZED DELAY/LOS THRESHOLDS DELAY/LOS THRESHOLDS Delay LOS Delay LOS 0.0 ≤ 10.0 A 0.0 ≤ 10.0 A 10.1 to 20.0 B 10.1 to 15.0 B 20.1 to 35.0 C 15.1 to 25.0 C 35.1 to 55.0 D 25.1 to 35.0 D 55.1 to 80.0 E 35.1 to 50.0 E ≥ 80.1 F ≥ 50.1 F TABLE 11–1 NEAR TERM INTERSECTION OPERATIONS Intersection Control Type Peak Hour Near Term without Project Near Term with Project Project % of Entering Volume (>5%) Effect Type Delaya LOSb Delay LOS 1. SR-125 SB Ramps / Otay Lakes Road Signal AM 7.0 A 7.4 A 2.7% None PM 11.3 B 11.6 B 2.4% 2. SR-125 NB Ramps / Otay Lakes Road Signal AM 5.0 A 5.3 A 3.0% None PM 6.6 A 6.8 A 3.0% 3. Eastlake Parkway / Otay Lakes Road Signal AM 58.7 E 61.4 E 3.0% Cumulative PM 70.6 E 72.3 E 2.8% 4. Lane Avenue / Otay Lakes Road Signal AM 15.6 B 15.6 B 3.7% None PM 15.9 B 16.2 B 4.1% 5. Fenton Street / Otay Lakes Road Signal AM 9.5 A 12.7 B 6.2% None PM 12.9 B 17.8 B 6.8% 6. Hunte Parkway / Otay Lakes Road Signal AM 68.4 E 72.5 E 1.0% Cumulative PM 36.2 D 40.6 D 1.6% 7. Eastlake Parkway / Fenton Street Signal AM 26.2 C 27.8 C 2.6% Cumulative PM 75.2 E 78.6 E 2.0% 8. Lane Avenue / Fenton Street Signal AM 17.5 B 18.6 B 3.8% None PM 24.6 C 26.2 C 3.4% 9. Showroom Place / Fenton Street AWSCd AM 10.7 B 11.8 B 25.6% None PM 13.4 B 24.3 C 20.9% 10. Harold Place / Fenton Street TWSC c AM 21.8 C 24.0 C 8.3% Project PM >200 F >200 F 6.0% Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service. c. TWSC – Two Way Stop Controlled intersection. Minor street left-turn delay reported. d. AWSC – All Way Stop Controlled intersection. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 37 TABLE 11–2 NEAR TERM STREET SEGMENT OPERATIONS Street Segment Capacity (LOS C) a Near Term without Project Near Term with Project Substantial Effect Criteria Effect Type ADTb LOSc ADT LOS Project ADT > 800 Project Contribution > 5% Otay Lakes Road SR-125 NB Ramps to Eastlake Parkway 76,650 47,800 B 49,410 B 1,610 3% None Eastlake Parkway to Lane Avenue 62,500 32,900 A 34,120 A 1,220 4% None Lane Avenue to Fenton Street 62,500 21,200 A 22,420 A 1,220 5% None Fenton Street to Hunte Parkway 62,500 20,700 A 21,080 A 380 2% None East of Hunte Parkway 62,500 11,800 A 11,850 A 50 0% None Eastlake Parkway Fenton Street to Otay Lakes Road 37,500 25,700 B 26,280 B 580 2% None Fenton Street Lane Avenue to Showroom Place 27,500 9,100 A 9,890 A 790 8% None Showroom Place to Otay Lakes Road 27,500 6,900 A 8,510 A 1,610 19% None Hunte Parkway Otay Lakes Road to Clubhouse Drive 37,500 16,500 A 16,670 A 170 1% None Footnotes: a. Capacities based on City of Chula Vista Roadway Classification Table. b. Average Daily Traffic Volumes. c. Level of Service. !( !(!( !( !( !( !( !( !( !( 9,100 47,80016,5002 1 ,2 0 0 11,800 20,70032,90025,7006,9002 1 9 8 7 6 54 3 10 Near-Term Without Project Traffic Volumes Acadia Health Figure 11-1N:\3022\FiguresDate: 05/21/20 [ AM / PM IntersectionPeak Hour Volume sAM / PM Study Intersectio ns!!#Average DailyTraffic VolumesX,XXX ^_Project Site ^_ÏÏO!(!(!(!(!( !(!( !( !( !(0 / 23 / 118 / 7121 / 6 1 / 5735 / 1 12 / 5015 / 6127 / 3428 / 5929 / 6336 / 66 45 / 73 45 / 8183 / 4354 / 92 51 / 14 51 / 5652 / 97 54 / 27 83 / 77 66 / 15 98 / 11780 / 11365 / 11946 / 15534 / 14942 / 30944 / 206190 / 71 56 / 225 59 / 21997 / 180 128 / 20 67 / 214 71 / 170 75 / 204 104 / 88 80 / 185 161 / 112 211 / 429506 / 311 114 / 177 116 / 177 145 / 113 141 / 181131 / 172130 / 214 126 / 204 124 / 189150 / 177 152 / 167 107 / 176104 / 252 156 / 134157 / 427 181 / 245183 / 262 186 / 441 193 / 188 206 / 165 210 / 137 219 / 712233 / 324248 / 390249 / 569253 / 209255 / 162269 / 327277 / 138285 / 579293 / 559298 / 772308 / 751 402 / 491409 / 207425 / 305467 / 588477 / 836507 / 508 559 / 393 564 / 453565 / 884 593 / 499609 / 213898 / 939 901 / 937 944 / 706 1,003 / 589 1,905 / 2,501 1,230 / 1,991 1,348 / 2,070 1,774 / 2,053 Harold PlLane AveFenton StComm DwyHunte PkwyShowroom PlEastlake PkwySR-125 SB RmpsSR-125 NB RmpsComm DwyLane AveEastlake PkwyFenton St Comm DwyOtay Lakes Rd Otay Lakes Rd Otay Lakes Rd Fenton St Otay Lakes RdOtay Lakes RdOtay Lakes Rd Fenton St 98 6 7 54321 10 OtayLakesRdHuntePkwyFentonSt LaneAveShowr oomPlEastlakePkwyEastlakePkwy OtayLakesRd }125 ClubhouseDrHaroldPl !( !(!( !( !( !( !( !( !( !( 9,890 49,41016,6702 2 ,4 2 0 11,850 21,08034,12026,2808,5102 1 9 8 7 6 54 3 10 Near-Term With Project Traffic Volumes Acadia Health Figure 11-2N:\3022\FiguresDate: 05/21/20 [ AM / PM IntersectionPeak Hour Volume sAM / PM Study Intersectio ns!!#Average DailyTraffic VolumesX,XXX ^_Project Site ^_ÏÏO!(!(!(!(!( !(!( !( !( !(0 / 23 / 118 / 7121 / 6 1 / 5735 / 1 12 / 5015 / 6127 / 3428 / 5936 / 66 45 / 81 51 / 14 51 / 5654 / 27 54 / 92 66 / 15 83 / 4383 / 77 48 / 11180 / 11365 / 11942 / 30946 / 155190 / 71 54 / 101 56 / 225 128 / 20 67 / 214 68 / 24271 / 170 73 / 24574 / 27978 / 213 104 / 88 80 / 185 89 / 105 161 / 112 114 / 177 186 / 249186 / 203 183 / 262170 / 236 164 / 140187 / 244 158 / 430 157 / 193152 / 130 135 / 225131 / 172130 / 214 124 / 189120 / 291 190 / 451 107 / 176102 / 120197 / 198 210 / 137 220 / 216221 / 718225 / 464 228 / 180 233 / 324251 / 396 255 / 162261 / 598269 / 327285 / 232285 / 579286 / 145298 / 772308 / 751320 / 578407 / 495409 / 207434 / 312467 / 588477 / 836 510 / 313 534 / 527 564 / 453 571 / 422 593 / 499609 / 213633 / 933964 / 982 974 / 779925 / 1,007 1,003 / 589 1,979 / 2,554 1,250 / 2,041 1,375 / 2,138 1,821 / 2,087 Harold PlLane AveFenton StComm DwyHunte PkwyShowroom PlEastlake PkwySR-125 SB RmpsSR-125 NB RmpsComm DwyLane AveEastlake PkwyFenton St Comm DwyOtay Lakes Rd Otay Lakes Rd Otay Lakes Rd Fenton St Otay Lakes RdOtay Lakes RdOtay Lakes Rd Fenton St 98 6 7 54321 10 OtayLakesRdHuntePkwyFentonSt LaneAveShowr oomPlEastlakePkwyEastlakePkwy OtayLakesRd }125 ClubhouseDrHaroldPl LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 40 12.0 LONG-TERM (YEAR 2035) ANALYSIS 12.1 Long-Term Volumes In order to forecast future traffic volumes for the Long-Term (Year 2035) scenario, the SANDAG Series 13 Model was utilized. The forecasted ADT volumes were then used to calculate peak hour volumes based partially on the existing relationship between ADT and peak hour volumes. Several other traffic engineering principles and factors such as the K-factor (the proportion of daily volume that occurs during the peak period) and D-factor (the directional split of the traffic volumes) were also considered in the forecast analysis. The forecast volumes were also checked for consistency between intersections, where no driveways or roadways exist between intersections, and were compared to existing volumes for accuracy. Figure 12–1 depicts the Long-Term without Project traffic volumes, and Figure 12–2 depicts the Long-Term with Project traffic volumes. 12.2 Long-Term without Project Conditions 12.2.1 Peak Hour Intersection Analysis Table 12–1 summarizes the peak hour intersection operations under Long-Term conditions in the study area. As shown, the following study area intersections are calculated to operate at LOS E or F in the Year 2035:  Eastlake Parkway / Otay Lakes Road (LOS E during the AM and LOS F during the PM peak hours)  Hunte Parkway / Otay Lakes Road (LOS F during the AM peak hour)  Eastlake Parkway / Fenton Street (LOS F during the PM peak hour)  Harold Place / Fenton Street (LOS F during the PM peak hour) Appendix F contains the Long-Term intersection analysis worksheets. 12.2.2 Daily Street Segment Operations Table 12–2 summarizes the Long-Term street segment operations along the key study area roadways. As shown, the study area street segments are calculated to operate acceptably at LOS C or better. 12.3 Long-Term with Project Conditions 12.3.1 Peak Hour Intersection Analysis Table 12–1 summarizes the peak hour intersection operations under Long-Term with Project conditions in the study area. As shown, with the addition of Project traffic, the following study area intersections are calculated to operate at LOS E or F:  Eastlake Parkway / Otay Lakes Road (LOS E during the AM and LOS F during the PM peak hours)  Hunte Parkway / Otay Lakes Road (LOS F during the AM peak hour) LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 41  Eastlake Parkway / Fenton Street (LOS F during the PM peak hour)  Harold Place / Fenton Street (LOS F during the AM and PM peak hour) Based on the City of Chula Vista’s substantial effect criteria, substantial cumulative effects are calculated at the following intersections:  Eastlake Parkway / Otay Lakes Road  Hunte Parkway / Otay Lakes Road  Eastlake Parkway / Fenton Street A substantial project specific effect is calculated at the intersection of Harold Place / Fenton Street. Appendix G contains the Long-Term with Project intersection analysis worksheets. 12.3.2 Daily Street Segment Operations Table 12–2 summarizes the Long-Term with Project Street segment operations along the key study area roadways. As shown, with the addition of Project traffic, the study area street segments are calculated to continue to operate acceptably at LOS C or better. Based on the City of Chula Vista’s substantial effect criteria, no substantial segment effects are calculated. 12.4 Queuing Assessment A queuing assessment was conducted at the signalized study area intersections to determine the adequacy of the turn bays to accommodate 95% maximum queues. 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. The queue assessment is provided for Long-Term (Year 2035) conditions because this is the analysis scenario with the highest traffic volumes and therefore represents worst case operations. The results of the queue assessment are included in Table 12-3, and show that the 95th percentile queues at many of the approaches may exceed the existing turn bay storage under both without and with Project conditions. In many cases, the incremental increase in queue attributable to the Project is less than one car. It should be noted that the reported 95th percentile queue at the intersection of Eastlake Parkway and Otay Lakes Road is longer under without Project conditions as compared to with Project conditions for the southbound right-turn movement. Under the HCM signalized intersection methodology, it is possible to have a better LOS or a decrease in delay and / or queue with the addition of project trips. This can be caused by a number of factors relating to the dynamic nature of intersection operations including the allocation of green time given to each phase to balance the allocated green time for heavier movements, and the improved efficiency of right-turn overlap signal phasing with the addition of right-turning trips. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 42 Appendices F and G contain the Long-Term without and with Project queue assessment worksheets, respectively. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 43 SIGNALIZED UNSIGNALIZED DELAY/LOS THRESHOLDS DELAY/LOS THRESHOLDS Delay LOS Delay LOS 0.0 ≤ 10.0 A 0.0 ≤ 10.0 A 10.1 to 20.0 B 10.1 to 15.0 B 20.1 to 35.0 C 15.1 to 25.0 C 35.1 to 55.0 D 25.1 to 35.0 D 55.1 to 80.0 E 35.1 to 50.0 E ≥ 80.1 F ≥ 50.1 F TABLE 12–1 LONG TERM INTERSECTION OPERATIONS Intersection Control Type Peak Hour Long Term without Project Long Term with Project Project % of Entering Volume (>5%) Effect Type Delaya LOSb Delay LOS 1. SR-125 SB Ramps / Otay Lakes Road Signal AM 7.2 A 7.6 A 2.7% None PM 11.6 B 12.0 B 2.4% 2. SR-125 NB Ramps / Otay Lakes Road Signal AM 5.4 A 5.7 A 2.8% None PM 7.0 A 7.3 A 2.8% 3. Eastlake Parkway / Otay Lakes Road Signal AM 70.7 E 73.8 E 2.8% Cumulative PM 87.1 F 89.6 F 2.6% 4. Lane Avenue / Otay Lakes Road Signal AM 17.0 B 17.0 B 3.4% None PM 17.3 B 17.7 B 3.8% 5. Fenton Street / Otay Lakes Road Signal AM 12.7 B 19.6 B 4.7% None PM 20.6 C 35.3 D 5.9% 6. Hunte Parkway / Otay Lakes Road Signal AM 92.6 F 97.2 F 0.9% Cumulative PM 46.3 D 51.9 D 1.4% 7. Eastlake Parkway / Fenton Street Signal AM 29.7 C 32.2 C 2.4% Cumulative PM 93.2 F 97.1 F 1.9% 8. Lane Avenue / Fenton Street Signal AM 27.4 C 29.8 C 2.9% None PM 47.8 D 51.9 D 2.6% 9. Showroom Place / Fenton Street AWSCd AM 16.2 B 19.1 B 20.6% None PM 17.7 C 33.5 D 16.8% 10. Harold Place / Fenton Street TWSC c AM 23.6 C 26.0 D 6.4% Project PM >200 F >200 F 4.7% Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service. c. TWSC – Two Way Stop Controlled intersection. Minor street left-turn delay reported. d. AWSC – All Way Stop Controlled intersection. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 44 TABLE 12–2 LONG TERM WITH PROJECT STREET SEGMENT OPERATIONS Street Segment Classification LOS C Capacitya Long-Term without Project Long-Term with Project Substantial Effect Criteria Effect Type ADTb LOSc ADTb LOSc Project ADT > 800 Project % of Entering Volume (>5%) Otay Lakes Road SR-125 NB Ramps to Eastlake Parkway 7-Lane Expressway 61,250 51,100 B 52,710 B 1,610 3% None Eastlake Parkway to Lane Avenue 6-Lane Prime 50,000 33,400 A 34,620 A 1,220 4% None Lane Avenue to Fenton Street 6-Lane Prime 50,000 24,400 A 25,620 A 1,220 5% None Fenton Street to Hunte Parkway 6-Lane Prime 50,000 21,200 A 21,580 A 380 2% None East of Hunte Parkway 6-Lane Prime 50,000 13,600 A 13,650 A 50 0% None Eastlake Parkway Fenton Street to Otay Lakes Road 4-Lane Major Road 30,000 29,200 C 29,780 C 580 2% None Fenton Street Lane Avenue to Showroom Place Class I Collector 22,000 13,000 A 13,790 A 790 6% None Showroom Place to Otay Lakes Road Class I Collector 22,000 9,900 A 11,510 A 1,610 14% None Hunte Parkway Otay Lakes Road to Clubhouse Drive 4-Lane Major Road 30,000 18,700 A 18,870 A 170 1% None Footnotes: a. Capacities based on City of Chula Vista Roadway Classification Table. b. Average Daily Traffic Volumes. c. Level of Service. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 45 TABLE 12-3 YEAR 2035 SIGNALIZED INTERSECTION QUEUING ASSESSMENT Intersection Critical Movement Existing Storage (ft) Year 2035 Year 2035 + Project 95th Percentile Queue (ft) a Queue Exceeds Storage? 95th Percentile Queue (ft) Queue Exceeds Storage? AM PM AM PM 1. SR-125 SB Ramps / Otay Lakes Road SBL 500 84 173 No 91 182 No SBR 500 40 60 No 41 60 No WBR 340 0 0 No 0 0 No EBR 300 9 6 No 9 6 No 2. SR-125 NB Ramps / Otay Lakes Road WBR 320 23 19 No 24 20 No NBL 305 28 35 No 28 35 No NBR 305 42 67 No 46 74 No EBR 350 0 0 No 0 0 No 3. Eastlake Parkway / Otay Lakes Road SBL 200 44 102 No 44 102 No SBR 350 162 628 Yes 172 522 Yes WBL 215 158 305 Yes 160 309 Yes NBL 285 476 407 Yes 476 407 Yes NBR 290 87 140 No 89 143 No EBL 260 424 414 Yes 450 430 Yes EBR 260 40 292 Yes 345 293 Yes 4. Lane Avenue / Otay Lakes Road SBL 260 32 51 No 32 51 No SBR 260 38 53 No 38 53 No EBL 220 278 209 Yes 278 209 Yes 5. Fenton Street / Otay Lakes Road SBL 930 51 170 No 55 185 No SBR 930 21 41 No 26 74 No EBL 300 259 294 No 347 359 Yes 6. Hunte Parkway / Otay Lakes Road SBL 290 24 43 No 24 43 No WBL 300 189 63 No 189 63 No WBR 240 14 0 No 14 0 No NBL 300 341 227 Yes 347 231 Yes NBR 240 13 0 No 13 0 No EBL 315 169 162 No 172 171 No 7. Eastlake Parkway / Fenton Street SBL 220 155 209 No 164 212 No WBL 120 86 169 Yes 91 181 Yes NBL 230 69 147 No 69 147 No EBR 180 2 28 No 2 28 No LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 46 TABLE 12-3 YEAR 2035 SIGNALIZED INTERSECTION QUEUING ASSESSMENT Intersection Critical Movement Existing Storage (ft) Year 2035 Year 2035 + Project 95th Percentile Queue (ft) a Queue Exceeds Storage? 95th Percentile Queue (ft) a Queue Exceeds Storage? AM PM AM PM 8. Lane Avenue / Fenton Street SBL 100 231 245 Yes 242 252 Yes WBL 140 133 346 Yes 133 346 Yes WBR 140 22 116 No 22 121 No NBL 130 74 99 No 74 99 No EBL 200 152 300 Yes 152 300 Yes EBR 200 11 25 No 11 25 No Footnotes: a. 95th percentile queue is defined as the queue length that has only a 5% probability of being exceeded. General Notes: 1. Calculated queue lengths in feet per lane. 2. One vehicle length = approximately 22 feet. 3. Ft = Feet !( !(!( !( !( !( !( !( !( !(51,10018,7002 4 ,4 0 0 13,000 21,200 13,60033,40029,2009,9002 1 9 8 7 6 54 3 10 Long-Term Without Project Traffic Volumes Acadia Health Figure 12-1N:\3022\FiguresDate: 05/21/20 [ AM / PM IntersectionPeak Hour Volume sAM / PM Study Intersectio ns!!#Average DailyTraffic VolumesX,XXX ^_Project Site ^_ÏÏO!(!(!(!(!( !(!( !( !( !(0 / 1010 / 2010 / 7010 / 8020 / 7020 / 8030 / 10 30 / 4030 / 7040 / 10 50 / 80 50 / 90 60 / 30 70 / 20 70 / 8080 / 20 90 / 5090 / 80 150 / 30 220 / 80 40 / 18050 / 17050 / 38060 / 100 60 / 28070 / 13080 / 180 80 / 29080 / 32090 / 12090 / 290 110 / 240 110 / 180110 / 210 220 / 450 220 / 250 210 / 230 210 / 200 200 / 480 200 / 180190 / 260180 / 290 180 / 120 170 / 470 170 / 250170 / 230160 / 200150 / 360 150 / 120 140 / 220 130 / 200120 / 180 120 / 100 230 / 320 250 / 800260 / 420 100 / 270 100 / 120270 / 220270 / 370280 / 630300 / 150300 / 200300 / 580300 / 620310 / 380320 / 820340 / 220340 / 820 450 / 550460 / 230460 / 330500 / 630520 / 910 560 / 340 560 / 570 600 / 480620 / 970 640 / 450 650 / 550690 / 240930 / 980 940 / 970 1,090 / 6401,040 / 770 1,990 / 2,610 1,240 / 2,010 1,410 / 2,160 1,790 / 2,080 60 / 100 60 / 10030 / 70270 / 220 Harold PlLane AveFenton StComm DwyHunte PkwyShowroom PlEastlake PkwySR-125 SB RmpsSR-125 NB RmpsLane AveComm DwyEastlake PkwyFenton St Comm DwyOtay Lakes Rd Fenton St Otay Lakes RdOtay Lakes Rd Fenton St Otay Lakes RdOtay Lakes Rd Otay Lakes Rd 98 6 7 54321 10 OtayLakesRdHuntePkwyFentonSt LaneAveShowr oomPlEastlakePkwyEastlakePkwy OtayLakesRd }125 ClubhouseDrHaroldPl !( !(!( !( !( !( !( !( !( !(52,71018,8702 5 ,6 2 0 13,790 21,580 13,65034,62029,78011,5102 1 9 8 7 6 54 3 10 Long-Term With Project Traffic Volumes Acadia Health Figure 12-2N:\3022\FiguresDate: 05/21/20 [ AM / PM IntersectionPeak Hour Volume sAM / PM Study Intersectio ns!!#Average DailyTraffic VolumesX,XXX ^_Project Site ^_ÏÏO!(!(!(!(!( !(!( !( !( !(0 / 1010 / 2010 / 7010 / 8020 / 7020 / 8030 / 10 30 / 4030 / 7040 / 10 50 / 90 60 / 30 70 / 20 70 / 8080 / 20 90 / 5090 / 80 49 / 11894 / 112 220 / 80 50 / 17050 / 38060 / 100 62 / 104 70 / 13079 / 27680 / 180 80 / 320 89 / 31390 / 12090 / 290 90 / 353150 / 30 110 / 240 110 / 180252 / 806234 / 485 230 / 320224 / 322 214 / 210 208 / 186204 / 490 200 / 274 195 / 264189 / 298 180 / 120 176 / 212171 / 473 170 / 230166 / 399 157 / 137 140 / 220 130 / 200120 / 180 120 / 100 256 / 276 263 / 426 104 / 123103 / 279 270 / 370278 / 279 292 / 235 292 / 659300 / 200 300 / 620302 / 243309 / 157310 / 380320 / 820327 / 599340 / 220340 / 820 455 / 554460 / 230469 / 337500 / 630520 / 910 564 / 342 587 / 589 600 / 480 650 / 550652 / 479 690 / 240957 / 1,048 1,070 / 843 1,090 / 640 688 / 1,0191,837 / 2,114 1,260 / 2,060 1,437 / 2,228 1,003 / 1,0152,064 / 2,663 60 / 100Harold PlLane AveFenton StComm DwyHunte PkwyShowroom PlEastlake PkwySR-125 SB RmpsSR-125 NB RmpsComm DwyLane AveEastlake PkwyFenton St Comm DwyOtay Lakes Rd Otay Lakes Rd Otay Lakes Rd Fenton St Otay Lakes RdOtay Lakes RdOtay Lakes Rd Fenton St 98 6 7 54321 10 OtayLakesRdHuntePkwyFentonSt LaneAveShowr oomPlEastlakePkwyEastlakePkwy OtayLakesRd }125 ClubhouseDrHaroldPl LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 49 13.0 PEDESTRIAN, BICYCLE AND TRANSIT MOBILITY 13.1 Existing Pedestrian Conditions Continuous sidewalks are provided along the both sides of all streets in the study area. Figure 13-1 shows the existing AM and PM peak hour (7:00-9:00 AM and 4:00-6:00 PM) pedestrian volumes crossing at the study intersections. 13.2 Existing Bicycle Network Currently, there are Class II bike lanes located on Otay Lakes Road, Eastlake Parkway and Hunte Parkway. There are no other bicycle facilities provided along the street segments within the study area. Figure 13-2 shows the existing AM and PM peak hour (7:00-9:00 AM and 4:00-6:00 PM) bicycle volumes traveling through the study intersections. 13.3 Existing Transit Conditions Transit service is provided to the area via the Route 707 Bus Route. Route 707 provides bus service to the area via Lane Avenue, with stops provided on Lane Avenue and Mackenzie Road and Boswell Road and Lane Avenue. Bus service is generally provided Weekdays between 5:02 AM and 7:23 PM, with 30-minute headways. ((((!!!!!!!!(((!!!!!!((((!!!!!!!!(((((!!!!!!!!!!((((!!!!!!!!(((((!!!!!!!!!!((((!!!!!!!!((((((!!!!!!!!!!!!(((((!!!!!!!!!!(((((!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!_^^OtayLakesRdHuntePkwyFentonStL a n e A vAA e S_h o w r o o m P l EastlakePkwyEastlakePkwyOtayLakesRd}}}}}}}}}}ClubhouseDrHaroldPlÏÏO!(!(!(!(!(!(!(!(!(!(Fenton StComm DwyOtay Lakes RdFenton StFenton StOtay Lakes Rd98675432110Otay Lakes Rd Otay Lakes RdOtay Lakes RdOtay Lakes RdEastlake PkwyEastlake PkwySR-125 SB RmpsSR-125 NB RmpsHunte PkwyLane AveFenton StFenton StComm DwyShowroom PlLane AveHarold PlComm DwyPedestrian Traffic VolumesFigure 13-1N:\3022\FiguresDate: 05/21/20Acadia HealthDirectional PedestrianPeak Hour VolumesAM / PMStudy Intersections!!#0 / 11 / 02 / 21 / 30 / 11 / 02 / 11 / 31 / 61 / 12 / 12 / 013 / 01 / 08 / 40 / 32 / 01 / 10 / 20 / 40 / 11 / 12 / 12 / 04 / 02 / 01 / 04 / 20 / 25 / 51 / 01 / 31 / 32 / 14 / 00 / 24 / 10 / 10 / 11 / 42 / 00 / 21 / 11 / 0Note: Pedestrian volume observed to be zero duringpeak hours at locations where no volumes are shown. ((((!!!!!!!!(((!!!!!!((((!!!!!!!!(((((!!!!!!!!!!((((!!!!!!!!(((((!!!!!!!!!!((((!!!!!!!!((((((!!!!!!!!!!!!(((((!!!!!!!!!!(((((!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!_^^OtayLakesRdHuntePkwyFentonStL a n e A vAA e S_h o w r o o m P l EastlakePkwyEastlakePkwyOtayLakesRd}}}}}}}}}}ClubhouseDrHaroldPlÏÏO!(!(!(!(!(!(!(!(!(!(Fenton StComm DwyOtay Lakes RdFenton StFenton StOtay Lakes Rd98675432110Otay Lakes Rd Otay Lakes RdOtay Lakes RdOtay Lakes RdEastlake PkwyEastlake PkwySR-125 SB RmpsSR-125 NB RmpsHunte PkwyLane AveFenton StFenton StComm DwyShowroom PlLane AveHarold PlComm DwyBicycle Traffic VolumesFigure 13-2N:\3022\FiguresDate: 05/21/20Acadia HealthDirectional PedestrianPeak Hour VolumesAM / PMStudy Intersections!!#1 / 01 / 01 / 02 / 01 / 20 / 11 / 00 / 13 / 01 / 01 / 01 / 25 / 00 / 21 / 00 / 11 / 00 / 11 / 01 / 00 / 11 / 0 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 52 14.0 PARKING The Project proposes the construction of a new 120-bed Hospital. Based on the Chula Vista Municipal Code, 1.5 parking spaces per bed are required for hospitals. Therefore, the Project would need to provide a minimum of 180 parking spaces. The Project will provide a total of 203 parking spaces including 21 accessible spaces and will therefore exceed the City’s parking requirement. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 53 15.0 SUBSTANTIAL EFFECTS AND OPERATIONAL IMPROVEMENTS 15.1 Project Specific Effects Per the City of Chula Vista’s substantial effect thresholds and the analysis methodologies presented in this report, Project-related traffic is calculated to contribute to one (1) project specific effect within the study area at the following intersection:  Harold Place / Fenton Street. Signalization of this intersection would improve the project specific effect as shown below in Table 15-1. The Project is committed to funding the installation of this traffic signal. Post-operational improvement analysis is provided for Long-Term (Year 2035) conditions because this is the analysis scenario with the highest traffic volumes and therefore represents worst case operations. Appendix J contains the post operational improvement intersection analysis worksheets. TABLE 15–1 YEAR 2035 INTERSECTION OPERATIONAL IMPROVEMENT ANALYSIS FOR PROJECT SPECIFIC EFFECTS Intersection Control Type Peak Hour Year 2035 Year 2035 + Project Year 2035 + Project + Operational Improvement Delaya LOSb Delay LOS Delay LOS 10. Harold Place / Fenton Street TWSC / Signalc PM >200 F >200 F 23.2 C Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service. c. TWSC – Two Way Stop Controlled intersection. Minor street left-turn delay reported. Year 2035 + Project + Operational Improvements analysis takes into account signalization of the intersection. 15.2 Cumulative Effects In addition, cumulative effects are calculated at the following intersections:  Eastlake Parkway / Otay Lakes Road  Hunte Parkway / Otay Lakes Road  Eastlake Parkway / Fenton Street 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 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\TIA.3022_Revised June 2020_Clean.docx 54 It is recommended that the Project provide a fairshare towards the provision of Adaptive Traffic Signal Control (ATSC) modules to all signalized intersections along Otay Lakes Road between Eastlake Parkway and Hunte Parkway and to the signalized intersection of Eastlake Parkway and Fenton Street. ATSC is an established solution for mobility along unpredictable and fluctuating traffic patterns of arterials. ATSC signals communicate with each other and dynamically adjust signal timings, memorize traffic patterns, improve traffic flow and reduce vehicle stops. The installation of ATSC would reduce the Project’s cumulative effects as shown below in Table 15-2 since the post-operational improvement delays are lower than the pre-Project baseline delays. Post-operational improvement analysis is provided for Long-Term (Year 2035) conditions because this is the analysis scenario with the highest traffic volumes and therefore represents worst case operations. Appendix J contains the post operational improvement intersection analysis worksheets. TABLE 15–2 YEAR 2035 INTERSECTION OPERATIONAL IMPROVEMENT ANALYSIS FOR CUMULATIVE EFFECTS Intersection Control Type Peak Hour Year 2035 Year 2035 + Project Year 2035 + Project + Operational Improvements Delaya LOSb Delay LOS Delay LOS 3. Eastlake Parkway / Otay Lakes Road Signal AM 70.7 E 73.8 E 58.7 E PM 87.1 F 89.6 F 66.7 E 6. Hunte Parkway / Otay Lakes Road Signal AM 92.6 F 97.2 F 83.8 F PM 46.3 D 51.9 D 48.4 D 7. Eastlake Parkway / Fenton Street Signal AM 29.7 C 32.2 C 28.5 C PM 62.1 E 64.4 E 53.0 D Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service. SIGNALIZED DELAY/LOS THRESHOLDS Delay LOS 0.0 ≤ 10.0 A 10.1 to 20.0 B 20.1 to 35.0 C 35.1 to 55.0 D 55.1 to 80.0 E ≥ 80.1 F TECHNICAL APPENDICES ACADIA HOSPITAL Chula Vista, California June16, 2020 LLG Ref. 3-18-3022 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\Appendices\Appendices.3022.doc APPENDIX A EXISTING INTERSECTION AND SEGMENT MANUAL COUNT SHEETS AND TRAFFIC SIGNAL TIMING SHEETS National Data & Surveying Services Intersection Turning Movement Count Location:SR-125 SB Ramps & Otay Lakes Rd City:Chula Vista Project ID:18-04488-001 Control:Signalized Date: NS/EW Streets: 0000201003100310 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 000042010002731500211240575 7:15 AM 000046013002621100280310643 7:30 AM 000051011003651400254290724 7:45 AM 000082017004411900253410853 8:00 AM 000070025003891500259250783 8:15 AM 00006301400413800301350834 8:30 AM 00005001600362700300300765 8:45 AM 00005601400372600304290781 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :00004600120002877 95 0 0 2162 244 0 5958 APPROACH %'s :79.31% 0.00% 20.69% 0.00% 0.00% 96.80% 3.20% 0.00% 0.00% 89.86% 10.14% 0.00% PEAK HR :07:45 AM 40 37 44 07:45 AM TOTAL PEAK HR VOL :0000265072001605 49 0 0 1113 131 0 3235 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.808 0.000 0.720 0.000 0.000 0.910 0.645 0.000 0.000 0.924 0.799 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0000201003100310 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 0000141028004026004122201011 4:15 PM 000010603200420300393190973 4:30 PM 0000116024004276004782501076 4:45 PM 0000145022005225004152201131 5:00 PM 0000117027004689004902201133 5:15 PM 0000128029004384004193301051 5:30 PM 00001220230040412004371701015 5:45 PM 0000128031004812003422501009 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :00001003 0 216 0 0 3562 47 0 0 3386 185 0 8399 APPROACH %'s :82.28% 0.00% 17.72% 0.00% 0.00% 98.70% 1.30% 0.00% 0.00% 94.82% 5.18% 0.00% PEAK HR :04:30 PM 291 289 296 05:00 PM TOTAL PEAK HR VOL :00005060102001855 24 0 0 1802 102 0 4391 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.872 0.000 0.879 0.000 0.000 0.888 0.667 0.000 0.000 0.919 0.773 0.000 Otay Lakes Rd NORTHBOUND Otay Lakes Rd 0.926 WESTBOUND SR-125 SB Ramps SR-125 SB Ramps SOUTHBOUND 0.851 0.899 EASTBOUND EASTBOUNDPM AM 07:45 AM - 08:45 AM NORTHBOUND 12/18/2018 Total 0.9690.891 WESTBOUND 0.930 0.948 SOUTHBOUND 0.910 04:30 PM - 05:30 PM National Data & Surveying Services Intersection Turning Movement Count Location:SR-125 SB Ramps & Otay Lakes Rd City:Chula Vista Project ID:18-04488-001 Control:Signalized Date: NS/EW Streets: 0000201003100310 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 00000000000000000 7:15 AM 00000000000001001 7:30 AM 00000000000000000 7:45 AM 00000000000002002 8:00 AM 00000000010000001 8:15 AM 00000000000000000 8:30 AM 00000000000000000 8:45 AM 00000000000000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :00000000010003004 APPROACH %'s :0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR :07:45 AM 40 37 44 TOTAL PEAK HR VOL :00000000010002003 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.250 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0000201003100310 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 00000000000000000 4:15 PM 00000000010002003 4:30 PM 00000000000000000 4:45 PM 00000000000000000 5:00 PM 00000000000000000 5:15 PM 00000000000000000 5:30 PM 00000000000000000 5:45 PM 00000000000000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :00000000010002003 APPROACH %'s :0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR :04:30 PM 291 289 296 TOTAL PEAK HR VOL :00000000000000000 PEAK HR FACTOR :0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Bikes SR-125 SB Ramps SR-125 SB Ramps Otay Lakes Rd Otay Lakes Rd 0.250 0.250 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 12/18/2018 04:30 PM - 05:30 PM 07:45 AM - 08:45 AM 0.375 National Data & Surveying Services Intersection Turning Movement CountLocation:SR-125 SB Ramps & Otay Lakes Rd Project ID:18-04488-001 City:Chula Vista Date:12/18/2018 NS/EW Streets: EB WB EB WB NB SB NB SB TOTAL 7:00 AM 000000000 7:15 AM 000000000 7:30 AM 000000000 7:45 AM 000000000 8:00 AM 001000001 8:15 AM 100000001 8:30 AM 001100002 8:45 AM 000000000 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :102100004 APPROACH %'s :100.00% 0.00% 66.67% 33.33% PEAK HR :07:45 AM 39 36 43 TOTAL PEAK HR VOL :102100004 PEAK HR FACTOR :0.250 0.500 0.250 Headers NEB NWB SEB SWB ENS ESB WNB WSB EB WB EB WB NB SB NB SB TOTAL 4:00 PM 000100001 4:15 PM 001000001 4:30 PM 002000002 4:45 PM 000200002 5:00 PM 000000000 5:15 PM 010100002 5:30 PM 000000000 5:45 PM 000000000 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :013400008 APPROACH %'s :0.00% 100.00% 42.86% 57.14% PEAK HR :04:30 PM 288 286 293 TOTAL PEAK HR VOL :012300006 PEAK HR FACTOR :0.250 0.250 0.375 AM NORTH LEG SOUTH LEG EAST LEG SR-125 SB Ramps SR-125 SB Ramps Otay Lakes Rd 0.5000.250 0.375 PM NORTH LEG SOUTH LEG EAST LEG WEST LEG 0.7500.250 0.625 Pedestrians (Crosswalks) WEST LEG 07:45 AM - 08:45 AM Otay Lakes Rd 04:30 PM - 05:30 PM Prepared by National Data & Surveying Services ID:18-04488-001 Day: City:Chula Vista Date: AM 72 0 265 0 AM NOON 0000 NOON PM 102 0 506 0 PM AM NOON PM PM NOON AM 1020 1 102 0 131 3 1802 0 1113 000 00000 000 0 TEV 3235 0 4391 0 000 1605 0 1855 3 PHF 0.95 0.97 49024 1 0000 AM NOON PM PM NOON AM PM 0000PM NOON 0000NOON AM 0000AM Otay Lakes Rd07:00 AM - 09:00 AM NONE 1185 0 1904 SR-125 SB Ramps 49 0 SR-125 SB Ramps SOUTHBOUND 04:00 PM - 06:00 PM NORTHBOUND 2361 0PEAK HOURSTotal Vehicles (AM) NONE 04:30 PM - 05:30 PM 131 102 0 Signalized Otay Lakes RdEASTBOUNDPeak Hour Turning Movement Count 24 Total Vehicles (PM) Bikes (PM) SR-125 SB Ramps & Otay Lakes Rd Tuesday 12/18/2018 CONTROL WESTBOUND07:45 AM - 08:45 AM Total Vehicles (Noon) Pedestrians (Crosswalks) Bikes (NOON) 1870 COUNT PERIODSBikes (AM) NOONAM PM 3 0 0 0 1 0 1 0 0 0 1 2 0 2 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON 0 2 0 0 1 0 000000N/A N/A N/A N/A N/A N/A N/AN/AN/AN/AN/AN/A0 1113 131 49 1605 0 720265000N/A N/A N/A N/A N/A N/A N/AN/AN/AN/AN/AN/A0 1802 102 24 1855 0 10205060000 0 0 0 0 0 000000NOONPMAMNOONAMPMNOONAMPMNOONPMAM National Data & Surveying Services Intersection Turning Movement Count Location:SR-125 NB Ramps & Otay Lakes Rd City:Chula Vista Project ID:18-04488-002 Control:Signalized Date: NS/EW Streets: 1020000003100310 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 501600000025253002461660738 7:15 AM 601800000026654002891330766 7:30 AM 703100000035655002771090835 7:45 AM 50340000004893900288920947 8:00 AM 402300000041834002851590923 8:15 AM 903500000045031003231300978 8:30 AM 603600000036729003231250886 8:45 AM 302800000042330003121090905 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :4502210000003021 325 0 0 2343 1023 0 6978 APPROACH %'s :16.92% 0.00% 83.08% 0.00% 0.00% 90.29% 9.71% 0.00% 0.00% 69.61% 30.39% 0.00% PEAK HR :07:45 AM 40 37 44 08:15 AM TOTAL PEAK HR VOL :2401280000001724 133 0 0 1219 506 0 3734 PEAK HR FACTOR :0.667 0.000 0.889 0.000 0.000 0.000 0.000 0.000 0.000 0.881 0.853 0.000 0.000 0.943 0.796 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1020000003100310 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 1403700000051112004148201070 4:15 PM 1103700000051830004067801080 4:30 PM 405200000051724004739801168 4:45 PM 8036000000641280045710601276 5:00 PM 1305000000054729005147001223 5:15 PM 602600000055820004288201120 5:30 PM 1703500000052923004348301121 5:45 PM 603900000057314003529201076 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :7903120000004394 180 0 0 3478 691 0 9134 APPROACH %'s :20.20% 0.00% 79.80% 0.00% 0.00% 96.06% 3.94% 0.00% 0.00% 83.43% 16.57% 0.00% PEAK HR :04:30 PM 291 289 296 04:45 PM TOTAL PEAK HR VOL :3101640000002263 101 0 0 1872 356 0 4787 PEAK HR FACTOR :0.596 0.000 0.788 0.000 0.000 0.000 0.000 0.000 0.000 0.883 0.871 0.000 0.000 0.911 0.840 0.000 Otay Lakes Rd NORTHBOUND Otay Lakes Rd 0.952 WESTBOUND SR-125 NB Ramps SR-125 NB Ramps SOUTHBOUND 0.879 EASTBOUND EASTBOUNDPM AM 07:45 AM - 08:45 AM NORTHBOUND 0.864 12/18/2018 Total 0.9380.883 WESTBOUND 0.954 0.954 SOUTHBOUND 0.774 04:30 PM - 05:30 PM National Data & Surveying Services Intersection Turning Movement Count Location:SR-125 NB Ramps & Otay Lakes Rd City:Chula Vista Project ID:18-04488-002 Control:Signalized Date: NS/EW Streets: 1020000003100310 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 00000000000000000 7:15 AM 00000000000001001 7:30 AM 00000000010001002 7:45 AM 00000000000001001 8:00 AM 00000000000000000 8:15 AM 00000000000000000 8:30 AM 00000000000000000 8:45 AM 00000000000000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :00000000010003004 APPROACH %'s :0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR :07:45 AM 40 37 44 TOTAL PEAK HR VOL :00000000000001001 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1020000003100310 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 00000000000000000 4:15 PM 00000000010002003 4:30 PM 00000000000000000 4:45 PM 00000000000000000 5:00 PM 00000000000000000 5:15 PM 00000000000000000 5:30 PM 00000000000000000 5:45 PM 00000000000000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :00000000010002003 APPROACH %'s :0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR :04:30 PM 291 289 296 TOTAL PEAK HR VOL :00000000000000000 PEAK HR FACTOR :0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Bikes SR-125 NB Ramps SR-125 NB Ramps Otay Lakes Rd Otay Lakes Rd 0.250 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 12/18/2018 04:30 PM - 05:30 PM 07:45 AM - 08:45 AM 0.250 National Data & Surveying Services Intersection Turning Movement CountLocation:SR-125 NB Ramps & Otay Lakes Rd Project ID:18-04488-002 City:Chula Vista Date:12/18/2018 NS/EW Streets: EB WB EB WB NB SB NB SB TOTAL 7:00 AM 000000000 7:15 AM 000100001 7:30 AM 000000000 7:45 AM 000000000 8:00 AM 001000001 8:15 AM 100100002 8:30 AM 001000001 8:45 AM 000000000 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :102200005 APPROACH %'s :100.00% 0.00% 50.00% 50.00% PEAK HR :07:45 AM 39 36 43 TOTAL PEAK HR VOL :102100004 PEAK HR FACTOR :0.250 0.500 0.250 Headers NEB NWB SEB SWB ENS ESB WNB WSB EB WB EB WB NB SB NB SB TOTAL 4:00 PM 000100001 4:15 PM 001000001 4:30 PM 001100002 4:45 PM 000100001 5:00 PM 000100001 5:15 PM 010000001 5:30 PM 000000000 5:45 PM 000000000 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :012400007 APPROACH %'s :0.00% 100.00% 33.33% 66.67% PEAK HR :04:30 PM 288 286 293 TOTAL PEAK HR VOL :011300005 PEAK HR FACTOR :0.250 0.250 0.750 AM NORTH LEG SOUTH LEG EAST LEG SR-125 NB Ramps SR-125 NB Ramps Otay Lakes Rd 0.5000.250 0.750 PM NORTH LEG SOUTH LEG EAST LEG WEST LEG 0.6250.250 0.500 Pedestrians (Crosswalks) WEST LEG 07:45 AM - 08:45 AM Otay Lakes Rd 04:30 PM - 05:30 PM Prepared by National Data & Surveying Services ID:18-04488-002 Day: City:Chula Vista Date: AM 0000 AM NOON 0000 NOON PM 0000 PM AM NOON PM PM NOON AM 0000 1 356 0 506 3 1872 0 1219 000 00000 000 0 TEV 3734 0 4787 0 000 1724 0 2263 3 PHF 0.95 0.94 133 0 101 1 0102 AM NOON PM PM NOON AM PM 0310164PM NOON 0000NOON AM 0240128AM Otay Lakes Rd07:00 AM - 09:00 AM NONE 1243 0 1903 SR-125 NB Ramps 133 0 SR-125 NB Ramps SOUTHBOUND 04:00 PM - 06:00 PM NORTHBOUND 2427 0PEAK HOURSTotal Vehicles (AM) NONE 04:30 PM - 05:30 PM 506 356 0 Signalized Otay Lakes RdEASTBOUNDPeak Hour Turning Movement Count 101 Total Vehicles (PM) Bikes (PM) SR-125 NB Ramps & Otay Lakes Rd Tuesday 12/18/2018 CONTROL WESTBOUND07:45 AM - 08:45 AM Total Vehicles (Noon) Pedestrians (Crosswalks) Bikes (NOON) 1852 COUNT PERIODSBikes (AM) NOONAM PM 3 0 0 0 1 0 1 0 0 0 1 2 0 1 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON 0 1 0 0 0 0 000000N/A N/A N/A N/A N/A N/A N/AN/AN/AN/AN/AN/A0 1219 506 133 1724 0 000240128N/A N/A N/A N/A N/A N/A N/AN/AN/AN/AN/AN/A0 1872 356 101 2263 0 0003101640 0 0 0 0 0 000000NOONPMAMNOONAMPMNOONAMPMNOONPMAM National Data & Surveying Services Intersection Turning Movement Count Location:Eastlake Pkwy & Otay Lakes Rd City:Chula Vista Project ID:18-04488-003 Control:Signalized Date: NS/EW Streets: 2210221023202300 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 192 102 104 0 2 47 24 0 47 135 74 0 57 157 7 0 948 7:15 AM 152 51 47 1 12 30 29 0 70 118 53 0 30 181 8 0 782 7:30 AM 134 61 49 0 11 39 38 0 72 187 56 0 25 183 11 0 866 7:45 AM 117 87 39 1 4 44 49 0 112 253 92 0 61 169 16 0 1044 8:00 AM 146 90 34 0 14 42 41 0 112 197 71 0 56 229 25 0 1057 8:15 AM 140 104 32 0 11 50 62 0 122 204 65 0 54 240 16 0 1100 8:30 AM 133 83 49 0 13 62 73 0 112 161 51 1 53 175 18 0 984 8:45 AM 88 71 49 0 15 74 64 1 122 206 71 0 68 192 17 0 1038 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :1102 649 403 2 82 388 380 1 769 1461 533 1 404 1526 118 0 7819 APPROACH %'s :51.11% 30.10% 18.69% 0.09% 9.64% 45.59% 44.65% 0.12% 27.82% 52.86% 19.28%0.04% 19.73% 74.51% 5.76% 0.00% PEAK HR :07:45 AM 40 37 44 08:15 AM TOTAL PEAK HR VOL :536 364 154 1 42 198 225 0 458 815 279 1 224 813 75 0 4185 PEAK HR FACTOR :0.918 0.875 0.786 0.250 0.750 0.798 0.771 0.000 0.939 0.805 0.758 0.250 0.918 0.847 0.750 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2210221023202300 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 112 124 44 0 25 164 125 0 112 213 166 0 75 204 14 0 1378 4:15 PM 108 129 64 0 37 152 115 4 107 204 156 0 65 137 32 0 1310 4:30 PM 116 122 54 1 35 152 114 3 106 187 162 1 69 220 16 0 1358 4:45 PM 121 132 51 0 25 150 124 2 129 265 167 0 83 189 18 1 1457 5:00 PM 104 99 55 0 29 184 148 1 109 196 164 0 106 249 14 0 1458 5:15 PM 110 91 60 0 44 158 129 1 114 200 187 1 94 192 22 0 1403 5:30 PM 115 114 57 0 17 146 104 3 104 202 153 2 98 164 18 0 1297 5:45 PM 121 123 61 0 26 139 91 2 114 244 148 0 73 135 17 0 1294 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :907 934 446 1 238 1245 950 16 895 1711 1303 4 663 1490 151 1 10955 APPROACH %'s :39.64% 40.82% 19.49% 0.04% 9.72% 50.84% 38.79% 0.65% 22.87% 43.73% 33.30%0.10% 28.76% 64.64% 6.55% 0.04% PEAK HR :04:30 PM 291 289 296 05:00 PM TOTAL PEAK HR VOL :451 444 220 1 133 644 515 7 458 848 680 2 352 850 70 1 5676 PEAK HR FACTOR :0.932 0.841 0.917 0.250 0.756 0.875 0.870 0.583 0.888 0.800 0.909 0.500 0.830 0.853 0.795 0.250 Otay Lakes Rd NORTHBOUND Otay Lakes Rd 0.897 WESTBOUND Eastlake Pkwy Eastlake Pkwy SOUTHBOUND 0.785 0.850 EASTBOUND EASTBOUNDPM AM 07:45 AM - 08:45 AM NORTHBOUND 0.956 12/18/2018 Total 0.9730.886 WESTBOUND 0.862 0.951 SOUTHBOUND 0.918 0.897 04:30 PM - 05:30 PM National Data & Surveying Services Intersection Turning Movement Count Location:Eastlake Pkwy & Otay Lakes Rd City:Chula Vista Project ID:18-04488-003 Control:Signalized Date: NS/EW Streets: 2210221023202300 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 00000000000000000 7:15 AM 00000000000001001 7:30 AM 00000000000000000 7:45 AM 00000000000000000 8:00 AM 01000000000000102 8:15 AM 00000000000000000 8:30 AM 00000000000000000 8:45 AM 00100000000000001 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :01100000000001104 APPROACH %'s :0.00% 50.00% 50.00% 0.00%0.00% 50.00% 50.00% 0.00% PEAK HR :07:45 AM 40 37 44 TOTAL PEAK HR VOL :01000000000000102 PEAK HR FACTOR :0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2210221023202300 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 00000000000000000 4:15 PM 00000010001001003 4:30 PM 00000000000000000 4:45 PM 01000000000000001 5:00 PM 01000000000000001 5:15 PM 00000000000000000 5:30 PM 00000000000000000 5:45 PM 00001000000000001 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :02001010001001006 APPROACH %'s :0.00% 100.00% 0.00% 0.00% 50.00% 0.00% 50.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR :04:30 PM 291 289 296 TOTAL PEAK HR VOL :02000000000000002 PEAK HR FACTOR :0.00 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Bikes Eastlake Pkwy Eastlake Pkwy Otay Lakes Rd Otay Lakes Rd 0.250 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 12/18/2018 04:30 PM - 05:30 PM 0.5000.500 07:45 AM - 08:45 AM 0.2500.250 National Data & Surveying Services Intersection Turning Movement CountLocation:Eastlake Pkwy & Otay Lakes Rd Project ID:18-04488-003 City:Chula Vista Date:12/18/2018 NS/EW Streets: EB WB EB WB NB SB NB SB TOTAL 7:00 AM 000000011 7:15 AM 010000023 7:30 AM 000000101 7:45 AM 010000067 8:00 AM 000000011 8:15 AM 100011003 8:30 AM 00001013115 8:45 AM 0033210413 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :123342141544 APPROACH %'s :33.33% 66.67% 50.00% 50.00% 66.67% 33.33% 48.28% 51.72% PEAK HR :07:45 AM 39 36 43 TOTAL PEAK HR VOL :11002113826 PEAK HR FACTOR :0.250 0.250 0.500 0.250 0.250 0.333 Headers NEB NWB SEB SWB ENS ESB WNB WSB EB WB EB WB NB SB NB SB TOTAL 4:00 PM 110000024 4:15 PM 020010115 4:30 PM 100000012 4:45 PM 020000002 5:00 PM 020100036 5:15 PM 020110004 5:30 PM 000010001 5:45 PM 020000002 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :21102301726 APPROACH %'s :15.38% 84.62% 0.00% 100.00% 100.00% 0.00% 12.50% 87.50% PEAK HR :04:30 PM 288 286 293 TOTAL PEAK HR VOL :1602100414 PEAK HR FACTOR :0.250 0.750 0.500 0.250 0.333 AM NORTH LEG SOUTH LEG EAST LEG Eastlake Pkwy Eastlake Pkwy Otay Lakes Rd 0.4330.500 0.375 0.375 PM NORTH LEG SOUTH LEG EAST LEG WEST LEG 0.5830.875 0.500 0.250 0.333 Pedestrians (Crosswalks) WEST LEG 07:45 AM - 08:45 AM Otay Lakes Rd 04:30 PM - 05:30 PM Prepared by National Data & Surveying Services ID:18-04488-003 Day: City:Chula Vista Date: AM 225 198 42 0 AM NOON 0000 NOON PM 515 644 133 7 PM AM NOON PM PM NOON AM 1220 0 70075 3 850 0 813 102 02352 0 224 458 0 458 2 TEV 4185 0 5676 0 100 815 0 848 3 PHF 0.95 0.97 279 0 680 2 0221 AM NOON PM PM NOON AM PM 1 451 444 220 PM NOON 0000NOON AM 1 536 364 154 AM Otay Lakes Rd07:00 AM - 09:00 AM NONE 1575 0 1818 Eastlake Pkwy 702 0 Eastlake Pkwy SOUTHBOUND 04:00 PM - 06:00 PM NORTHBOUND 1202 0PEAK HOURSTotal Vehicles (AM) NONE 04:30 PM - 05:30 PM 897 979 0 Signalized Otay Lakes RdEASTBOUNDPeak Hour Turning Movement Count 1677 Total Vehicles (PM) Bikes (PM) Eastlake Pkwy & Otay Lakes Rd Tuesday 12/18/2018 CONTROL WESTBOUND07:45 AM - 08:45 AM Total Vehicles (Noon) Pedestrians (Crosswalks) Bikes (NOON) 1011 COUNT PERIODSBikes (AM) NOONAM PM 2 2 0 1 6 0 1 0 1 0 0 0 0 0 0 1 0 1 4 0 8 13 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON 0 0 1 0 0 0 000010N/A N/A N/A N/A N/A N/A N/AN/AN/AN/AN/AN/A224 813 75 279 815 458 22519842536364154N/A N/A N/A N/A N/A N/A N/AN/AN/AN/AN/AN/A352 850 70 680 848 458 5156441334514442200 0 0 0 0 0 000020NOONPMAMNOONAMPMNOONAMPMNOONPMAM National Data & Surveying Services Intersection Turning Movement Count Location:Lane Ave & Otay Lakes Rd City:Chula Vista Project ID:18-04488-004 Control:Signalized Date: NS/EW Streets: 00001.501.5023000300 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 000040600136111020149130475 7:15 AM 00007036088103000188140436 7:30 AM 000070370106118000175110454 7:45 AM 0000120600141158010187260585 8:00 AM 000090670130110000236200572 8:15 AM 0000220590108125060264210605 8:30 AM 00001607201121180120166130509 8:45 AM 0000130800153118020179120557 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0000900471097496102301544 130 0 4193 APPROACH %'s :16.04% 0.00% 83.96% 0.00% 49.74% 49.08% 0.00% 1.17% 0.00% 92.23% 7.77% 0.00% PEAK HR :07:45 AM 40 37 44 08:15 AM TOTAL PEAK HR VOL :0000590258049151101908538002271 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.670 0.000 0.896 0.000 0.871 0.809 0.000 0.396 0.000 0.808 0.769 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 00001.501.5023000300 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 00002301170115170060142160589 4:15 PM 0000240830101194060144100562 4:30 PM 0000280145079181000155170605 4:45 PM 00001201130149209030143230652 5:00 PM 0000380159076217030178170688 5:15 PM 0000300107098193020163230616 5:30 PM 0000220114010018102013250556 5:45 PM 0000200840105215030125150567 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0000197092208231560 0 25 0 1182 126 0 4835 APPROACH %'s :17.61% 0.00% 82.39% 0.00% 34.18% 64.78% 0.00% 1.04% 0.00% 90.37% 9.63% 0.00% PEAK HR :04:30 PM 291 289 296 05:00 PM TOTAL PEAK HR VOL :0000108052404028000806398002561 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.711 0.000 0.824 0.000 0.674 0.922 0.000 0.667 0.000 0.897 0.870 0.000 Otay Lakes Rd NORTHBOUND Otay Lakes Rd 0.818 WESTBOUND Lane Ave Lane Ave SOUTHBOUND 0.901 0.851 EASTBOUND EASTBOUNDPM AM 07:45 AM - 08:45 AM NORTHBOUND 12/18/2018 Total 0.9310.838 WESTBOUND 0.922 0.938 SOUTHBOUND 0.802 04:30 PM - 05:30 PM National Data & Surveying Services Intersection Turning Movement Count Location:Lane Ave & Otay Lakes Rd City:Chula Vista Project ID:18-04488-004 Control:Signalized Date: NS/EW Streets: 00001.501.5023000300 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 00000000000000000 7:15 AM 00000000000001001 7:30 AM 00000000000001001 7:45 AM 00000000000000000 8:00 AM 00000000000000000 8:15 AM 00000000000000000 8:30 AM 00000000000000000 8:45 AM 00000000100000001 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :00000000100002003 APPROACH %'s :100.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR :07:45 AM 40 37 44 TOTAL PEAK HR VOL :00000000000000000 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 00001.501.5023000300 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 00000000000000000 4:15 PM 00000000000001001 4:30 PM 00000000000000000 4:45 PM 00000000010000001 5:00 PM 00000000000000000 5:15 PM 00000000000000000 5:30 PM 00000000000000000 5:45 PM 00000100000000001 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :00000100010001003 APPROACH %'s :0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR :04:30 PM 291 289 296 TOTAL PEAK HR VOL :00000000010000001 PEAK HR FACTOR :0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 Bikes Lane Ave Lane Ave Otay Lakes Rd Otay Lakes Rd AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 12/18/2018 04:30 PM - 05:30 PM 0.2500.250 07:45 AM - 08:45 AM National Data & Surveying Services Intersection Turning Movement CountLocation:Lane Ave & Otay Lakes Rd Project ID:18-04488-004 City:Chula Vista Date:12/18/2018 NS/EW Streets: EB WB EB WB NB SB NB SB TOTAL 7:00 AM 000000000 7:15 AM 000000000 7:30 AM 000000000 7:45 AM 100000102 8:00 AM 000000000 8:15 AM 000000000 8:30 AM 100000001 8:45 AM 100002003 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :300002106 APPROACH %'s :100.00% 0.00% 0.00% 100.00% 100.00% 0.00% PEAK HR :07:45 AM 39 36 43 TOTAL PEAK HR VOL :200000103 PEAK HR FACTOR :0.500 0.250 Headers NEB NWB SEB SWB ENS ESB WNB WSB EB WB EB WB NB SB NB SB TOTAL 4:00 PM 120000003 4:15 PM 000000000 4:30 PM 000000011 4:45 PM 000000112 5:00 PM 020000002 5:15 PM 010000001 5:30 PM 000000000 5:45 PM 000000000 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :150000129 APPROACH %'s :16.67% 83.33% 33.33% 66.67% PEAK HR :04:30 PM 288 286 293 TOTAL PEAK HR VOL :030000126 PEAK HR FACTOR :0.375 0.250 0.500 AM NORTH LEG SOUTH LEG EAST LEG Lane Ave Lane Ave Otay Lakes Rd 0.3750.500 0.250 PM NORTH LEG SOUTH LEG EAST LEG WEST LEG 0.7500.375 0.375 Pedestrians (Crosswalks) WEST LEG 07:45 AM - 08:45 AM Otay Lakes Rd 04:30 PM - 05:30 PM Prepared by National Data & Surveying Services ID:18-04488-004 Day: City:Chula Vista Date: AM 2580590 AM NOON 0000 NOON PM 524 0 108 0 PM AM NOON PM PM NOON AM 1.5 0 1.5 0 0 80080 3 639 0 853 19 0 8 00000 491 0 402 2 TEV 2271 0 2561 0 000 511 0 800 3 PHF 0.94 0.93 000 0 0000 AM NOON PM PM NOON AM PM 0000PM NOON 0000NOON AM 0000AM Otay Lakes Rd07:00 AM - 09:00 AM NONE 1130 0 1171 Lane Ave 0 0 Lane Ave SOUTHBOUND 04:00 PM - 06:00 PM NORTHBOUND 908 0PEAK HOURSTotal Vehicles (AM) NONE 04:30 PM - 05:30 PM 571 482 0 Signalized Otay Lakes RdEASTBOUNDPeak Hour Turning Movement Count 0 Total Vehicles (PM) Bikes (PM) Lane Ave & Otay Lakes Rd Tuesday 12/18/2018 CONTROL WESTBOUND07:45 AM - 08:45 AM Total Vehicles (Noon) Pedestrians (Crosswalks) Bikes (NOON) 570 COUNT PERIODSBikes (AM) NOONAM PM 0 0 0 0 3 0 2 0 0 0 0 0 0 0 0 0 0 0 2 0 0 1 0 1 PM AM AM NOON PM PM NOON AM AM NOON PM NOON 0 0 0 0 0 0 000000N/A N/A N/A N/A N/A N/A N/AN/AN/AN/AN/AN/A0 853 80 0 511 491 258059000N/A N/A N/A N/A N/A N/A N/AN/AN/AN/AN/AN/A0 639 80 0 800 402 52401080000 0 0 0 1 0 000000NOONPMAMNOONAMPMNOONAMPMNOONPMAM National Data & Surveying Services Intersection Turning Movement Count Location:Fenton St & Otay Lakes Rd City:Chula Vista Project ID:18-04488-005 Control:Signalized Date: NS/EW Streets: 0000101013000300 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 000090712395000159140308 7:15 AM 00001801402484000180200340 7:30 AM 000010010017110000188220357 7:45 AM 0000704142125000217310427 8:00 AM 0000140802597010248330426 8:15 AM 0000809027110000258450457 8:30 AM 00002208030100010185480394 8:45 AM 00001701203783000175630387 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :000010507222258040201610 276 0 3096 APPROACH %'s :58.66% 0.00% 40.22% 1.12% 21.82% 77.98% 0.00% 0.19% 0.00% 85.37% 14.63% 0.00% PEAK HR :07:45 AM 40 37 44 08:15 AM TOTAL PEAK HR VOL :000051029112443202090815701704 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.580 0.000 0.806 0.250 0.738 0.864 0.000 0.500 0.000 0.880 0.818 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0000101013000300 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 000046032031161010129340434 4:15 PM 000041033023194020106280427 4:30 PM 000037033025179010145250445 4:45 PM 000022034060163020128660475 5:00 PM 000080076038210010118330556 5:15 PM 000049043022190020142250473 5:30 PM 000036033032177020105270412 5:45 PM 000040032249182000106590470 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0000351031622801456 0 11 0 979 297 0 3692 APPROACH %'s :52.47% 0.00% 47.23% 0.30% 16.03% 83.34% 0.00% 0.63% 0.00% 76.72% 23.28% 0.00% PEAK HR :04:30 PM 291 289 296 05:00 PM TOTAL PEAK HR VOL :00001880186014574206053314901949 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.588 0.000 0.612 0.000 0.604 0.883 0.000 0.750 0.000 0.919 0.564 0.000 12/18/2018 Total 0.8760.897 WESTBOUND 0.879 0.932 SOUTHBOUND 0.599 04:30 PM - 05:30 PM PM AM 07:45 AM - 08:45 AM NORTHBOUND SOUTHBOUND 0.675 0.835 EASTBOUND EASTBOUND Otay Lakes Rd NORTHBOUND Otay Lakes Rd 0.879 WESTBOUND Fenton St Fenton St National Data & Surveying Services Intersection Turning Movement Count Location:Fenton St & Otay Lakes Rd City:Chula Vista Project ID:18-04488-005 Control:Signalized Date: NS/EW Streets: 0000101013000300 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 00000000000000000 7:15 AM 00000000000001001 7:30 AM 00000000000001001 7:45 AM 00000000000000000 8:00 AM 00000000000000000 8:15 AM 00001000000000001 8:30 AM 00000000000000000 8:45 AM 00000000000000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :00001000000002003 APPROACH %'s :100.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR :07:45 AM 40 37 44 TOTAL PEAK HR VOL :00001000000000001 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0000101013000300 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 00000000000000000 4:15 PM 00000000000001001 4:30 PM 00000000000000000 4:45 PM 00000000000000000 5:00 PM 00000000000000000 5:15 PM 00000000000000000 5:30 PM 00000000000000000 5:45 PM 00000000000000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :00000000000001001 APPROACH %'s :0.00% 100.00% 0.00% 0.00% PEAK HR :04:30 PM 291 289 296 TOTAL PEAK HR VOL :00000000000000000 PEAK HR FACTOR :0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12/18/2018 04:30 PM - 05:30 PM 07:45 AM - 08:45 AM 0.250 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 0.250 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Bikes Fenton St Fenton St Otay Lakes Rd Otay Lakes Rd National Data & Surveying Services Intersection Turning Movement CountLocation:Fenton St & Otay Lakes Rd Project ID:18-04488-005 City:Chula Vista Date:12/18/2018 NS/EW Streets: EB WB EB WB NB SB NB SB TOTAL 7:00 AM 000000000 7:15 AM 000000000 7:30 AM 000000000 7:45 AM 000000000 8:00 AM 000000000 8:15 AM 000000000 8:30 AM 000000000 8:45 AM 000000000 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :000000000 APPROACH %'s : PEAK HR :07:45 AM 39 36 43 TOTAL PEAK HR VOL :000000000 PEAK HR FACTOR : Headers NEB NWB SEB SWB ENS ESB WNB WSB EB WB EB WB NB SB NB SB TOTAL 4:00 PM 010000001 4:15 PM 000000000 4:30 PM 010000001 4:45 PM 020000002 5:00 PM 010000001 5:15 PM 000000000 5:30 PM 020000002 5:45 PM 000000000 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :070000007 APPROACH %'s :0.00% 100.00% PEAK HR :04:30 PM 288 286 293 TOTAL PEAK HR VOL :040000004 PEAK HR FACTOR :0.500 Pedestrians (Crosswalks) WEST LEG 07:45 AM - 08:45 AM Otay Lakes Rd 04:30 PM - 05:30 PM 0.5000.500 PM NORTH LEG SOUTH LEG EAST LEG WEST LEG AM NORTH LEG SOUTH LEG EAST LEG Fenton St Fenton St Otay Lakes Rd Prepared by National Data & Surveying Services ID:18-04488-005 Day: City:Chula Vista Date: AM 290511 AM NOON 0000 NOON PM 186 0 188 0 PM AM NOON PM PM NOON AM 1010 0 149 0 157 3 533 0 908 206 00000 124 0 145 1 TEV 1704 0 1949 0 000 432 0 742 3 PHF 0.93 0.88 000 0 0000 AM NOON PM PM NOON AM PM 0000PM NOON 0000NOON AM 0000AM Peak Hour Turning Movement Count 0 Total Vehicles (PM) Bikes (PM) Fenton St & Otay Lakes Rd Tuesday 12/18/2018 CONTROL WESTBOUND07:45 AM - 08:45 AM Total Vehicles (Noon) Pedestrians (Crosswalks) Bikes (NOON) 483 COUNT PERIODSBikes (AM)PEAK HOURSTotal Vehicles (AM) NONE 04:30 PM - 05:30 PM 282 294 0 Signalized Otay Lakes RdEASTBOUNDFenton St 0 0 Fenton St SOUTHBOUND 04:00 PM - 06:00 PM NORTHBOUND 930 0 Otay Lakes Rd07:00 AM - 09:00 AM NONE 939 0 725 NOONAM PM 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON 0 0 0 0 0 0 001000N/A N/A N/A N/A N/A N/A N/AN/AN/AN/AN/AN/A0 908 157 0 432 124 29051000N/A N/A N/A N/A N/A N/A N/AN/AN/AN/AN/AN/A0 533 149 0 742 145 18601880000 0 0 0 0 0 000000NOONPMAMNOONAMPMNOONAMPMNOONPMAM National Data & Surveying Services Intersection Turning Movement Count Location:Hunte Pkwy & Otay Lakes Rd City:Chula Vista Project ID:18-04488-006 Control:Signalized Date: NS/EW Streets: 2210221023002310 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 87 101 14 0 5 26 27 0 36 38 22 0 8 71 4 0 439 7:15 AM 70 97 9 1 1 47 36 0 43 29 39 0 4 71 12 0 459 7:30 AM 82 160 14 0 3 80 54 0 56 32 27 0 17 87 11 0 623 7:45 AM 91 230 35 0 7 86 63 0 63 37 27 1 37 100 24 0 801 8:00 AM 88 119 11 1 10 118 79 0 38 30 46 0 93 132 17 0 782 8:15 AM 123 42 15 0 5 86 46 0 17 43 68 0 25 119 8 0 597 8:30 AM 140 52 8 0 3 35 24 0 18 57 46 1 6 63 4 0 457 8:45 AM 106 46 14 1 4 25 34 0 21 51 31 0 3 76 1 0 413 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :787 847 120 3 38 503 363 0 292 317 306 2 193 719 81 0 4571 APPROACH %'s :44.79% 48.21% 6.83% 0.17% 4.20% 55.64% 40.15% 0.00% 31.84% 34.57% 33.37% 0.22% 19.44% 72.41% 8.16% 0.00% PEAK HR :07:30 AM 39 37 44 07:45 AM TOTAL PEAK HR VOL :384 551 75 1 25 370 242 0 174 142 168 1 172 438 60 0 2803 PEAK HR FACTOR :0.780 0.599 0.536 0.250 0.625 0.784 0.766 0.000 0.690 0.826 0.618 0.250 0.462 0.830 0.625 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2210221023002310 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 52 39 10 1 9 45 29 0 39 85 81 0 14 72 5 0 481 4:15 PM 55 36 14 0 13 55 21 0 55 90 95 0 12 74 9 0 529 4:30 PM 75 50 12 0 14 49 28 0 40 85 77 1 15 58 1 0 505 4:45 PM 90 62 14 1 17 42 33 0 36 73 87 0 17 70 6 0 548 5:00 PM 54 36 11 0 12 48 31 0 60 107 126 0 11 55 5 1 557 5:15 PM 55 45 2 1 10 48 33 0 33 105 109 0 20 67 2 0 530 5:30 PM 63 34 15 0 10 44 28 0 41 84 81 0 2 53 5 0 460 5:45 PM 73 49 9 0 7 44 39 1 39 100 92 0 12 50 6 0 521 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :517 351 87 3 92 375 242 1 343 729 748 1 103 499 39 1 4131 APPROACH %'s :53.97% 36.64% 9.08% 0.31% 12.96% 52.82% 34.08% 0.14% 18.84% 40.03% 41.08%0.05% 16.04% 77.73% 6.07% 0.16% PEAK HR :04:30 PM 291 289 296 05:00 PM TOTAL PEAK HR VOL :274 193 39 2 53 187 125 0 169 370 399 1 63 250 14 1 2140 PEAK HR FACTOR :0.761 0.778 0.696 0.500 0.779 0.954 0.947 0.000 0.704 0.864 0.792 0.250 0.788 0.893 0.583 0.250 Otay Lakes Rd NORTHBOUND Otay Lakes Rd 0.692 WESTBOUND Hunte Pkwy Hunte Pkwy SOUTHBOUND 0.769 0.947 EASTBOUND EASTBOUNDPM AM 07:30 AM - 08:30 AM NORTHBOUND 0.710 12/18/2018 Total 0.9610.801 WESTBOUND 0.882 0.875 SOUTHBOUND 0.760 0.992 04:30 PM - 05:30 PM National Data & Surveying Services Intersection Turning Movement Count Location:Hunte Pkwy & Otay Lakes Rd City:Chula Vista Project ID:18-04488-006 Control:Signalized Date: NS/EW Streets: 2210221023002310 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 12000000000000003 7:15 AM 01000000000000001 7:30 AM 10000000000000102 7:45 AM 04000000000000105 8:00 AM 01000000000000102 8:15 AM 00000000010010002 8:30 AM 00000000000000000 8:45 AM 01000000000000001 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :290000000100103016 APPROACH %'s :18.18% 81.82% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 25.00% 0.00% 75.00% 0.00% PEAK HR :07:30 AM 39 37 44 TOTAL PEAK HR VOL :150000000100103011 PEAK HR FACTOR :0.250 0.313 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.250 0.000 0.750 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2210221023002310 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 00000000000000000 4:15 PM 00000000000001001 4:30 PM 20201000000000005 4:45 PM 00000000000000000 5:00 PM 00000000000000000 5:15 PM 00000000000000000 5:30 PM 00000000000000000 5:45 PM 00000000000010001 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :20201000000011007 APPROACH %'s :50.00% 0.00% 50.00% 0.00% 100.00% 0.00% 0.00% 0.00% 50.00% 50.00% 0.00% 0.00% PEAK HR :04:30 PM 291 289 296 TOTAL PEAK HR VOL :20201000000000005 PEAK HR FACTOR :0.25 0.000 0.250 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Bikes Hunte Pkwy Hunte Pkwy Otay Lakes Rd Otay Lakes Rd 0.250 1.000 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 12/18/2018 04:30 PM - 05:30 PM 0.2500.250 0.250 07:30 AM - 08:30 AM 0.5500.375 National Data & Surveying Services Intersection Turning Movement CountLocation:Hunte Pkwy & Otay Lakes Rd Project ID:18-04488-006 City:Chula Vista Date:12/18/2018 NS/EW Streets: EB WB EB WB NB SB NB SB TOTAL 7:00 AM 100021004 7:15 AM 000000000 7:30 AM 100020104 7:45 AM 000000202 8:00 AM 000000101 8:15 AM 000200002 8:30 AM 001000001 8:45 AM 000100012 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :2013414116 APPROACH %'s :100.00% 0.00% 25.00% 75.00% 80.00% 20.00% 80.00% 20.00% PEAK HR :07:30 AM 38 36 43 TOTAL PEAK HR VOL :100220409 PEAK HR FACTOR :0.250 0.250 0.250 0.500 Headers NEB NWB SEB SWB ENS ESB WNB WSB EB WB EB WB NB SB NB SB TOTAL 4:00 PM 100000001 4:15 PM 000000000 4:30 PM 000000000 4:45 PM 100010002 5:00 PM 010000001 5:15 PM 000000000 5:30 PM 000000000 5:45 PM 200000002 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :410010006 APPROACH %'s :80.00% 20.00% 100.00% 0.00% PEAK HR :04:30 PM 288 286 293 TOTAL PEAK HR VOL :110010003 PEAK HR FACTOR :0.250 0.250 0.250 AM NORTH LEG SOUTH LEG EAST LEG Hunte Pkwy Hunte Pkwy Otay Lakes Rd 0.5630.250 0.250 0.250 0.500 PM NORTH LEG SOUTH LEG EAST LEG WEST LEG 0.3750.500 0.250 Pedestrians (Crosswalks) WEST LEG 07:30 AM - 08:30 AM Otay Lakes Rd 04:30 PM - 05:30 PM Prepared by National Data & Surveying Services ID:18-04488-006 Day: City:Chula Vista Date: AM 242 370 25 0 AM NOON 0000 NOON PM 125 187 53 0 PM AM NOON PM PM NOON AM 1220 1 14060 3 250 0 438 101 0263 0 172 174 0 169 2 TEV 2803 0 2140 0 100 142 0 370 3 PHF 0.87 0.96 168 0 399 0 0221 AM NOON PM PM NOON AM PM 2 274 193 39 PM NOON 0000NOON AM 1 384 551 75 AM Otay Lakes Rd07:00 AM - 09:00 AM NONE 1065 0 650 Hunte Pkwy 711 0 Hunte Pkwy SOUTHBOUND 04:00 PM - 06:00 PM NORTHBOUND 463 0PEAK HOURSTotal Vehicles (AM) NONE 04:30 PM - 05:30 PM 785 376 0 Signalized Otay Lakes RdEASTBOUNDPeak Hour Turning Movement Count 651 Total Vehicles (PM) Bikes (PM) Hunte Pkwy & Otay Lakes Rd Tuesday 12/18/2018 CONTROL WESTBOUND07:30 AM - 08:30 AM Total Vehicles (Noon) Pedestrians (Crosswalks) Bikes (NOON) 242 COUNT PERIODSBikes (AM) NOONAM PM 0 2 0 1 1 0 1 0 0 0 2 0 0 0 0 0 0 1 0 0 0 4 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON 1 0 3 0 1 0 000150N/A N/A N/A N/A N/A N/A N/AN/AN/AN/AN/AN/A172 438 60 168 142 174 2423702538455175N/A N/A N/A N/A N/A N/A N/AN/AN/AN/AN/AN/A63 250 14 399 370 169 12518753274193390 0 0 0 0 0 001202NOONPMAMNOONAMPMNOONAMPMNOONPMAM National Data & Surveying Services Intersection Turning Movement Count Location:Eastlake Pkwy & Fenton St City:Chula Vista Project ID:18-04488-007 Control:Signalized Date: NS/EW Streets: 220012000.50.5102100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 97236294790492056930267 7:15 AM 12 88 30 0 8 27 9 0 4 12 5 0 27 16 6 0 244 7:30 AM 18 64 39 1 10 57 8 0 10 14 3 0 29 9 7 0 269 7:45 AM 15 111 64 0 14 57 19 0 13 20 9 0 36 16 6 0 380 8:00 AM 33 104 65 0 19 55 12 0 13 17 12 0 34 22 4 0 390 8:15 AM 35 99 65 0 23 61 31 0 11 35 9 0 45 21 13 0 448 8:30 AM 27 108 49 0 16 72 30 0 20 32 9 0 58 41 17 0 479 8:45 AM 17 112 50 0 31 82 24 0 20 34 19 0 54 19 13 0 475 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :166 758 398 3 130 458 142 0 95 173 68 0 339 153 69 0 2952 APPROACH %'s :12.53% 57.21% 30.04% 0.23% 17.81% 62.74% 19.45% 0.00% 28.27% 51.49% 20.24% 0.00% 60.43% 27.27% 12.30% 0.00% PEAK HR :08:00 AM 41 37 44 08:30 AM TOTAL PEAK HR VOL :112 423 229 0 89 270 97 0 64 118 49 0 191 103 47 0 1792 PEAK HR FACTOR :0.800 0.944 0.881 0.000 0.718 0.823 0.782 0.000 0.800 0.843 0.645 0.000 0.823 0.628 0.691 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 220012000.50.5102100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 47 145 58 1 31 166 28 0 36 38 19 0 94 46 13 0 722 4:15 PM 46 132 53 2 27 178 38 1 27 32 12 0 70 35 24 0 677 4:30 PM 43 134 42 1 28 151 39 0 45 46 16 0 91 33 29 0 698 4:45 PM 46 142 70 1 29 185 37 1 40 50 17 0 94 32 18 0 762 5:00 PM 39 126 49 5 21 190 36 0 41 46 18 0 115 63 23 0 772 5:15 PM 35 130 28 1 26 173 47 1 28 52 32 0 88 32 18 0 691 5:30 PM 46 110 32 0 18 142 39 1 43 38 19 0 65 33 10 0 596 5:45 PM 30 161 41 0 28 164 46 0 37 53 12 0 56 34 11 0 673 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :332 1080 373 11 208 1349 310 4 297 355 145 0 673 308 146 0 5591 APPROACH %'s :18.49% 60.13% 20.77% 0.61% 11.12% 72.10% 16.57% 0.21% 37.26% 44.54% 18.19% 0.00% 59.72% 27.33% 12.95% 0.00% PEAK HR :04:30 PM 291 289 296 05:00 PM TOTAL PEAK HR VOL :163 532 189 8 104 699 159 2 154 194 83 0 388 160 88 0 2923 PEAK HR FACTOR :0.886 0.937 0.675 0.400 0.897 0.920 0.846 0.500 0.856 0.933 0.648 0.000 0.843 0.635 0.759 0.000 Fenton St NORTHBOUND Fenton St 0.735 WESTBOUND Eastlake Pkwy Eastlake Pkwy SOUTHBOUND 0.832 0.791 EASTBOUND EASTBOUNDPM AM 08:00 AM - 09:00 AM NORTHBOUND 0.946 12/18/2018 Total 0.9470.962 WESTBOUND 0.791 0.935 SOUTHBOUND 0.861 0.956 04:30 PM - 05:30 PM National Data & Surveying Services Intersection Turning Movement Count Location:Eastlake Pkwy & Fenton St City:Chula Vista Project ID:18-04488-007 Control:Signalized Date: NS/EW Streets: 220012000.50.5102100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 00000100000010002 7:15 AM 00000000000000000 7:30 AM 00000000000000000 7:45 AM 00000000000000000 8:00 AM 00000000000000000 8:15 AM 00000000000000000 8:30 AM 00000000000000000 8:45 AM 00000000000000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :00000100000010002 APPROACH %'s :0.00% 100.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% PEAK HR :08:00 AM 41 37 44 TOTAL PEAK HR VOL :00000000000000000 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 220012000.50.5102100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 00000000000010001 4:15 PM 00001000000000001 4:30 PM 00000000000000000 4:45 PM 00000000100000001 5:00 PM 01000000000000001 5:15 PM 00000000000000000 5:30 PM 00000000000000000 5:45 PM 00000000000000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :01001000100010004 APPROACH %'s :0.00% 100.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% PEAK HR :04:30 PM 291 289 296 TOTAL PEAK HR VOL :01000000100000002 PEAK HR FACTOR :0.00 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Bikes Eastlake Pkwy Eastlake Pkwy Fenton St Fenton St AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 12/18/2018 04:30 PM - 05:30 PM 0.5000.250 0.250 08:00 AM - 09:00 AM National Data & Surveying Services Intersection Turning Movement CountLocation:Eastlake Pkwy & Fenton St Project ID:18-04488-007 City:Chula Vista Date:12/18/2018 NS/EW Streets: EB WB EB WB NB SB NB SB TOTAL 7:00 AM 000001203 7:15 AM 000101002 7:30 AM 000200002 7:45 AM 010100024 8:00 AM 001000102 8:15 AM 010020003 8:30 AM 010010305 8:45 AM 100011115 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :1314437326 APPROACH %'s :25.00% 75.00% 20.00% 80.00% 57.14% 42.86% 70.00% 30.00% PEAK HR :08:00 AM 40 36 43 TOTAL PEAK HR VOL :1210415115 PEAK HR FACTOR :0.250 0.500 0.250 0.500 0.250 0.417 0.250 Headers NEB NWB SEB SWB ENS ESB WNB WSB EB WB EB WB NB SB NB SB TOTAL 4:00 PM 201003309 4:15 PM 411000006 4:30 PM 002020127 4:45 PM 001100316 5:00 PM 000100102 5:15 PM 000000000 5:30 PM 020010003 5:45 PM 110000013 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :7452338436 APPROACH %'s :63.64% 36.36% 71.43% 28.57% 50.00% 50.00% 66.67% 33.33% PEAK HR :04:30 PM 288 286 293 TOTAL PEAK HR VOL :0032205315 PEAK HR FACTOR :0.375 0.500 0.250 0.417 0.375 AM NORTH LEG SOUTH LEG EAST LEG Eastlake Pkwy Eastlake Pkwy Fenton St 0.7500.750 0.250 0.625 0.500 PM NORTH LEG SOUTH LEG EAST LEG WEST LEG 0.5360.625 0.250 0.500 Pedestrians (Crosswalks) WEST LEG 08:00 AM - 09:00 AM Fenton St 04:30 PM - 05:30 PM Prepared by National Data & Surveying Services ID:18-04488-007 Day: City:Chula Vista Date: AM 97 270 89 0 AM NOON 0000 NOON PM 159 699 104 2 PM AM NOON PM PM NOON AM 0210 0 88047 1 160 0 103 000 02388 0 191 64 0 154 0.5 TEV 1792 0 2923 0 000 118 0 194 0.5 PHF 0.94 0.95 49083 1 0220 AM NOON PM PM NOON AM PM 8 163 532 189 PM NOON 0000NOON AM 0 112 423 229 AM Fenton St07:00 AM - 09:00 AM NONE 312 0 482 Eastlake Pkwy 510 0 Eastlake Pkwy SOUTHBOUND 04:00 PM - 06:00 PM NORTHBOUND 487 0PEAK HOURSTotal Vehicles (AM) NONE 04:30 PM - 05:30 PM 534 776 0 Signalized Fenton StEASTBOUNDPeak Hour Turning Movement Count 1178 Total Vehicles (PM) Bikes (PM) Eastlake Pkwy & Fenton St Tuesday 12/18/2018 CONTROL WESTBOUND08:00 AM - 09:00 AM Total Vehicles (Noon) Pedestrians (Crosswalks) Bikes (NOON) 436 COUNT PERIODSBikes (AM) NOONAM PM 2 4 0 0 0 0 1 0 2 0 0 1 0 3 0 1 0 2 3 0 1 5 0 5 PM AM AM NOON PM PM NOON AM AM NOON PM NOON 0 0 0 0 0 0 000000N/A N/A N/A N/A N/A N/A N/AN/AN/AN/AN/AN/A191 103 47 49 118 64 9727089112423229N/A N/A N/A N/A N/A N/A N/AN/AN/AN/AN/AN/A388 160 88 83 194 154 1596991041635321890 0 0 0 0 1 000010NOONPMAMNOONAMPMNOONAMPMNOONPMAM National Data & Surveying Services Intersection Turning Movement Count Location:Lane Ave & Fenton St City:Chula Vista Project ID:18-04488-008 Control:Signalized Date: NS/EW Streets: 1200120011101110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 311417011603001914201650282 7:15 AM 864170274521018133028110237 7:30 AM 6 53 37 0 19 38 18 0 14 12 5 0 3 10 7 0 222 7:45 AM 6 59 73 0 39 59 27 0 14 24 2 0 13 16 15 0 347 8:00 AM 7 29 74 0 35 68 19 0 8 35 4 0 14 23 12 0 328 8:15 AM 15 55 53 0 36 52 39 0 19 34 8 0 6 22 15 0 354 8:30 AM 11 60 40 0 26 61 30 0 26 34 11 0 16 26 13 0 354 8:45 AM 13 67 64 0 44 62 31 0 19 33 10 0 25 23 28 0 419 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :69 501 375 0 237 445 215 0 137 199 45 0 80 134 106 0 2543 APPROACH %'s :7.30% 53.02% 39.68% 0.00% 26.42% 49.61% 23.97% 0.00% 35.96% 52.23% 11.81%0.00% 25.00% 41.88% 33.13% 0.00% PEAK HR :08:00 AM 41 37 44 08:45 AM TOTAL PEAK HR VOL :46 211 231 0 141 243 119 0 72 136 33 0 61 94 68 0 1455 PEAK HR FACTOR :0.767 0.787 0.780 0.000 0.801 0.893 0.763 0.000 0.692 0.971 0.750 0.000 0.610 0.904 0.607 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1200120011101110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 18 69 34 0 31 78 44 0 41 42 11 0 28 46 31 0 473 4:15 PM 9 75 27 0 31 54 38 0 34 42 17 0 32 43 33 0 435 4:30 PM 4 71 18 0 21 82 34 0 37 32 10 0 47 54 38 0 448 4:45 PM 21 93 63 0 56 55 35 0 36 44 14 0 39 59 53 0 568 5:00 PM 14 51 32 0 25 85 38 0 42 48 21 0 82 79 66 0 583 5:15 PM 12 78 34 0 19 74 49 0 52 36 15 0 26 36 28 0 459 5:30 PM 6 67 28 0 18 76 34 0 40 32 9 0 45 27 24 0 406 5:45 PM 10 75 33 0 41 62 58 0 54 38 16 0 31 36 32 0 486 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :94 579 269 0 242 566 330 0 336 314 113 0 330 380 305 0 3858 APPROACH %'s :9.98% 61.46% 28.56% 0.00% 21.27% 49.74% 29.00% 0.00% 44.04% 41.15% 14.81%0.00% 32.51% 37.44% 30.05% 0.00% PEAK HR :04:30 PM 291 289 296 05:00 PM TOTAL PEAK HR VOL :51 293 147 0 121 296 156 0 167 160 60 0 194 228 185 0 2058 PEAK HR FACTOR :0.607 0.788 0.583 0.000 0.540 0.871 0.796 0.000 0.803 0.833 0.714 0.000 0.591 0.722 0.701 0.000 Fenton St NORTHBOUND Fenton St 0.734 WESTBOUND Lane Ave Lane Ave SOUTHBOUND 0.918 0.849 EASTBOUND EASTBOUNDPM AM 08:00 AM - 09:00 AM NORTHBOUND 0.847 12/18/2018 Total 0.8830.872 WESTBOUND 0.669 0.868 SOUTHBOUND 0.694 0.968 04:30 PM - 05:30 PM National Data & Surveying Services Intersection Turning Movement Count Location:Lane Ave & Fenton St City:Chula Vista Project ID:18-04488-008 Control:Signalized Date: NS/EW Streets: 1200120011101110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 00000000000000000 7:15 AM 00000000000000000 7:30 AM 00000000000000000 7:45 AM 00000000000000000 8:00 AM 00000000000000000 8:15 AM 00001000000000001 8:30 AM 00000000000000000 8:45 AM 00000000010000001 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :00001000010000002 APPROACH %'s :100.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR :08:00 AM 41 37 44 TOTAL PEAK HR VOL :00001000010000002 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1200120011101110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 00001000000001002 4:15 PM 01000000100000002 4:30 PM 00000000000000000 4:45 PM 00000000000000000 5:00 PM 00000000000000101 5:15 PM 00000000000000000 5:30 PM 01000000000000001 5:45 PM 07001100000000009 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :090021001000011015 APPROACH %'s :0.00% 100.00% 0.00% 0.00% 66.67% 33.33% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 0.00% 50.00% 50.00% 0.00% PEAK HR :04:30 PM 291 289 296 TOTAL PEAK HR VOL :00000000000000101 PEAK HR FACTOR :0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 Bikes Lane Ave Lane Ave Fenton St Fenton St 0.250 0.250 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 12/18/2018 04:30 PM - 05:30 PM 0.2500.250 08:00 AM - 09:00 AM 0.500 National Data & Surveying Services Intersection Turning Movement CountLocation:Lane Ave & Fenton St Project ID:18-04488-008 City:Chula Vista Date:12/18/2018 NS/EW Streets: EB WB EB WB NB SB NB SB TOTAL 7:00 AM 100000001 7:15 AM 000010001 7:30 AM 000000000 7:45 AM 000000000 8:00 AM 000000000 8:15 AM 310000004 8:30 AM 010003004 8:45 AM 100001002 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :5200140012 APPROACH %'s :71.43% 28.57% 20.00% 80.00% PEAK HR :08:00 AM 40 36 43 TOTAL PEAK HR VOL :4200040010 PEAK HR FACTOR :0.333 0.500 0.333 Headers NEB NWB SEB SWB ENS ESB WNB WSB EB WB EB WB NB SB NB SB TOTAL 4:00 PM 000002103 4:15 PM 200000103 4:30 PM 000000011 4:45 PM 000010001 5:00 PM 010011003 5:15 PM 000000000 5:30 PM 031030007 5:45 PM 000000000 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :2410532118 APPROACH %'s :33.33% 66.67% 100.00% 0.00% 62.50% 37.50% 66.67% 33.33% PEAK HR :04:30 PM 288 286 293 TOTAL PEAK HR VOL :010021015 PEAK HR FACTOR :0.250 0.500 0.250 0.250 AM NORTH LEG SOUTH LEG EAST LEG Lane Ave Lane Ave Fenton St 0.6250.375 0.333 PM NORTH LEG SOUTH LEG EAST LEG WEST LEG 0.4170.250 0.375 0.250 Pedestrians (Crosswalks) WEST LEG 08:00 AM - 09:00 AM Fenton St 04:30 PM - 05:30 PM Prepared by National Data & Surveying Services ID:18-04488-008 Day: City:Chula Vista Date: AM 119 243 141 0 AM NOON 0000 NOON PM 156 296 121 0 PM AM NOON PM PM NOON AM 0210 1 185 0 68 1 228 0 94 000 01194 0 61 72 0 167 1 TEV 1455 0 2058 0 000 136 0 160 1 PHF 0.87 0.88 33060 1 0120 AM NOON PM PM NOON AM PM 0 51 293 147 PM NOON 0000NOON AM 0 46 211 231 AM Fenton St07:00 AM - 09:00 AM NONE 259 0 435 Lane Ave 337 0 Lane Ave SOUTHBOUND 04:00 PM - 06:00 PM NORTHBOUND 428 0PEAK HOURSTotal Vehicles (AM) NONE 04:30 PM - 05:30 PM 351 645 0 Signalized Fenton StEASTBOUNDPeak Hour Turning Movement Count 550 Total Vehicles (PM) Bikes (PM) Lane Ave & Fenton St Tuesday 12/18/2018 CONTROL WESTBOUND08:00 AM - 09:00 AM Total Vehicles (Noon) Pedestrians (Crosswalks) Bikes (NOON) 508 COUNT PERIODSBikes (AM) NOONAM PM 0 0 1 0 1 0 4 0 2 0 0 0 0 0 0 4 0 2 1 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON 0 0 0 0 1 0 001000N/A N/A N/A N/A N/A N/A N/AN/AN/AN/AN/AN/A61 94 68 33 136 72 11924314146211231N/A N/A N/A N/A N/A N/A N/AN/AN/AN/AN/AN/A194 228 185 60 160 167 156296121512931470 0 1 0 0 0 000000NOONPMAMNOONAMPMNOONAMPMNOONPMAM National Data & Surveying Services Intersection Turning Movement Count Location:Showroom Pl & Fenton St City:Chula Vista Project ID:18-04488-009 Control:4-Way Stop Date: NS/EW Streets: 0100010011000110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 00007140781051814065 7:15 AM 00003101601630067310110 7:30 AM 0000110605640111912074 7:45 AM 0010711077401537191100 8:00 AM 002060604810113215085 8:15 AM 00306050129501350150118 8:30 AM 2020806091650442260120 8:45 AM 1040110901618801757321174 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :3 0 12 0 87 2 53 0 76 75 28 0 82 262 164 2 846 APPROACH %'s :20.00% 0.00% 80.00% 0.00% 61.27% 1.41% 37.32% 0.00% 42.46% 41.90% 15.64% 0.00% 16.08% 51.37% 32.16% 0.39% PEAK HR :08:00 AM 41 37 44 08:45 AM TOTAL PEAK HR VOL :3 0 11 0 31 0 26 0 41 51 19 0 45 181 88 1 497 PEAK HR FACTOR :0.375 0.000 0.688 0.000 0.705 0.000 0.722 0.000 0.641 0.708 0.594 0.000 0.662 0.794 0.688 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0100010011000110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 4180330160173450932250184 4:15 PM 5180260130124130424220159 4:30 PM 13 0 11 0 11 1 13 0 8 34 1 0 5 31 23 0 151 4:45 PM 4080271130273740660520239 5:00 PM 3 1 20 0 53 0 17 0 15 92 0 0 4 31 29 0 265 5:15 PM 201201809084730520280152 5:30 PM 317026080222700124390158 5:45 PM 2060380230213820340670240 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :36 4 80 0 232 2 112 0 130 350 18 0 37 262 285 0 1548 APPROACH %'s :30.00% 3.33% 66.67% 0.00% 67.05% 0.58% 32.37% 0.00% 26.10% 70.28% 3.61% 0.00% 6.34% 44.86% 48.80% 0.00% PEAK HR :05:00 PM 293 289 296 05:00 PM TOTAL PEAK HR VOL :10 2 45 0 135 0 57 0 66 204 5 0 13 115 163 0 815 PEAK HR FACTOR :0.833 0.500 0.563 0.000 0.637 0.000 0.620 0.000 0.750 0.554 0.417 0.000 0.650 0.719 0.608 0.000 Fenton St NORTHBOUND Fenton St 0.736 WESTBOUND Showroom Pl Showroom Pl SOUTHBOUND 0.713 0.661 EASTBOUND EASTBOUNDPM AM 08:00 AM - 09:00 AM NORTHBOUND 0.700 12/18/2018 Total 0.7690.643 WESTBOUND 0.661 0.714 SOUTHBOUND 0.594 0.686 05:00 PM - 06:00 PM National Data & Surveying Services Intersection Turning Movement Count Location:Showroom Pl & Fenton St City:Chula Vista Project ID:18-04488-009 Control:4-Way Stop Date: NS/EW Streets: 0100010011000110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 00000000000000000 7:15 AM 00000000000000000 7:30 AM 00000000000000000 7:45 AM 00000000000000000 8:00 AM 00000000000000000 8:15 AM 00000000010000001 8:30 AM 00000000000000000 8:45 AM 00000000000000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :00000000010000001 APPROACH %'s :0.00% 100.00% 0.00% 0.00% PEAK HR :08:00 AM 41 37 44 TOTAL PEAK HR VOL :00000000010000001 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0100010011000110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 00000000000000000 4:15 PM 00000000000000000 4:30 PM 00000000000000000 4:45 PM 00000000000001001 5:00 PM 00000000000000000 5:15 PM 00000000000000000 5:30 PM 00000000000000000 5:45 PM 00000000000000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :00000000000001001 APPROACH %'s :0.00% 100.00% 0.00% 0.00% PEAK HR :05:00 PM 293 289 296 TOTAL PEAK HR VOL :00000000000000000 PEAK HR FACTOR :0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Bikes Showroom Pl Showroom Pl Fenton St Fenton St 0.250 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 12/18/2018 05:00 PM - 06:00 PM 08:00 AM - 09:00 AM 0.250 National Data & Surveying Services Intersection Turning Movement CountLocation:Showroom Pl & Fenton St Project ID:18-04488-009 City:Chula Vista Date:12/18/2018 NS/EW Streets: EB WB EB WB NB SB NB SB TOTAL 7:00 AM 000000000 7:15 AM 001100002 7:30 AM 000100001 7:45 AM 000000000 8:00 AM 100000001 8:15 AM 000000000 8:30 AM 000000000 8:45 AM 000000000 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :101200004 APPROACH %'s :100.00% 0.00% 33.33% 66.67% PEAK HR :08:00 AM 40 36 43 TOTAL PEAK HR VOL :100000001 PEAK HR FACTOR :0.250 Headers NEB NWB SEB SWB ENS ESB WNB WSB EB WB EB WB NB SB NB SB TOTAL 4:00 PM 000000000 4:15 PM 000000000 4:30 PM 000000000 4:45 PM 000000000 5:00 PM 100000001 5:15 PM 000000000 5:30 PM 200000002 5:45 PM 110000002 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :410000005 APPROACH %'s :80.00% 20.00% PEAK HR :05:00 PM 290 286 293 TOTAL PEAK HR VOL :410000005 PEAK HR FACTOR :0.500 0.250 AM NORTH LEG SOUTH LEG EAST LEG Showroom Pl Showroom Pl Fenton St 0.2500.250 PM NORTH LEG SOUTH LEG EAST LEG WEST LEG 0.6250.625 Pedestrians (Crosswalks) WEST LEG 08:00 AM - 09:00 AM Fenton St 05:00 PM - 06:00 PM Prepared by National Data & Surveying Services ID:18-04488-009 Day: City:Chula Vista Date: AM 260310 AM NOON 0000 NOON PM 57 0 135 0 PM AM NOON PM PM NOON AM 0100 1 163 0 88 1 115 0 181 000 0013045 41066 1 TEV 497 0 815 0 001 51 0 204 1 PHF 0.71 0.77 19 0 5 0 0010 AM NOON PM PM NOON AM PM 010245PM NOON 0000NOON AM 03011AM Fenton St07:00 AM - 09:00 AM NONE 210 0 182 Showroom Pl 64 0 Showroom Pl SOUTHBOUND 04:00 PM - 06:00 PM NORTHBOUND 384 0PEAK HOURSTotal Vehicles (AM) NONE 05:00 PM - 06:00 PM 129 231 0 4-Way Stop Fenton StEASTBOUNDPeak Hour Turning Movement Count 18 Total Vehicles (PM) Bikes (PM) Showroom Pl & Fenton St Tuesday 12/18/2018 CONTROL WESTBOUND08:00 AM - 09:00 AM Total Vehicles (Noon) Pedestrians (Crosswalks) Bikes (NOON) 94 COUNT PERIODSBikes (AM) NOONAM PM 0 0 0 4 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON 0 0 0 0 1 0 000000N/A N/A N/A N/A N/A N/A N/AN/AN/AN/AN/AN/A45 181 88 19 51 41 260313011N/A N/A N/A N/A N/A N/A N/AN/AN/AN/AN/AN/A13 115 163 5 204 66 570135102450 0 0 0 0 0 000000NOONPMAMNOONAMPMNOONAMPMNOONPMAM National Data & Surveying Services Intersection Turning Movement Count Location:Harold Pl & Fenton St City:Chula Vista Project ID:19-04115-001 Control:1-Way Stop (SB)Date: NS/EW Streets: 0100010011000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 000020120131870382065 7:15 AM 000030402121802362097 7:30 AM 001010208162604183079 7:45 AM 1000301314826451112370179 8:00 AM 4000306039313601423120168 8:15 AM 0000401114123250426100145 8:30 AM 201020803734100333120142 8:45 AM 1000602105233120629170177 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :80202407722592021691471966501052 APPROACH %'s :80.00% 0.00% 20.00% 0.00% 23.30% 0.00% 74.76% 1.94% 41.05% 32.01% 26.78% 0.16% 15.26% 63.64% 21.10% 0.00% PEAK HR :07:45 AM 40 37 44 07:45 AM TOTAL PEAK HR VOL :7010120382165114116132105410634 PEAK HR FACTOR :0.438 0.000 0.250 0.000 0.750 0.000 0.731 0.500 0.859 0.838 0.644 0.250 0.571 0.795 0.854 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0100010011000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 7000180390455510046150226 4:15 PM 4050100360243450026140158 4:30 PM 14 0 5 0 13 0 40 0 46 38 0 0 1 40 8 0 205 4:45 PM 15 0 15 0 17 1 43 0 71 48 4 0 1 55 32 0 302 5:00 PM 29 0 35 0 25 0 76 0 54 52 0 0 0 55 15 0 341 5:15 PM 15 0 6 0 10 0 39 0 50 44 0 0 1 33 18 0 216 5:30 PM 110506075056430003880242 5:45 PM 9060130901774600034320308 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :104 0 77 0 112 1 438 1 423 360 10 0 3 327 142 0 1998 APPROACH %'s :57.46% 0.00% 42.54% 0.00% 20.29% 0.18% 79.35% 0.18% 53.34% 45.40% 1.26% 0.00% 0.64% 69.28% 30.08% 0.00% PEAK HR :05:00 PM 293 289 296 05:00 PM TOTAL PEAK HR VOL :64 0 52 0 54 0 280 1 237 185 0 0 1 160 73 0 1107 PEAK HR FACTOR :0.552 0.000 0.371 0.000 0.540 0.000 0.778 0.250 0.769 0.889 0.000 0.000 0.250 0.727 0.570 0.000 EASTBOUND 3/7/2019 Fenton St NORTHBOUND Fenton St 0.908 WESTBOUND Harold Pl Harold Pl 0.765 0.825 EASTBOUND PM AM 07:45 AM - 08:45 AM NORTHBOUND 0.500 0.885 Total 0.8120.858 WESTBOUND 0.836 SOUTHBOUND 0.453 0.805 05:00 PM - 06:00 PM SOUTHBOUND National Data & Surveying Services Intersection Turning Movement Count Location:Harold Pl & Fenton St City:Chula Vista Project ID:19-04115-001 Control:1-Way Stop (SB)Date: NS/EW Streets: 0100010011000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 00000000000000000 7:15 AM 00000000000000000 7:30 AM 00000000000000000 7:45 AM 00000000000000000 8:00 AM 00000010000000001 8:15 AM 00000000000000000 8:30 AM 00000000000000000 8:45 AM 00000000000000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :00000010000000001 APPROACH %'s :0.00% 0.00% 100.00% 0.00% PEAK HR :07:45 AM 40 37 44 TOTAL PEAK HR VOL :00000010000000001 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0100010011000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 00000000000000000 4:15 PM 00000000000000000 4:30 PM 00000000000000000 4:45 PM 00000000000000000 5:00 PM 00000000000000000 5:15 PM 00000000000001001 5:30 PM 00000000000000000 5:45 PM 00000000000000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :00000000000001001 APPROACH %'s :0.00% 100.00% 0.00% 0.00% PEAK HR :05:00 PM 293 289 296 TOTAL PEAK HR VOL :00000000000001001 PEAK HR FACTOR :0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 3/7/2019 05:00 PM - 06:00 PM 0.2500.250 07:45 AM - 08:45 AM 0.250 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 0.250 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Bikes Harold Pl Harold Pl Fenton St Fenton St National Data & Surveying Services Intersection Turning Movement CountLocation:Harold Pl & Fenton St Project ID:19-04115-001 City:Chula Vista Date:3/7/2019 NS/EW Streets: EB WB EB WB NB SB NB SB TOTAL 7:00 AM 000100001 7:15 AM 100000001 7:30 AM 000000000 7:45 AM 000000000 8:00 AM 000000000 8:15 AM 101000002 8:30 AM 020000002 8:45 AM 101000013 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :322100019 APPROACH %'s :60.00% 40.00% 66.67% 33.33% 0.00% 100.00% PEAK HR :07:45 AM 39 36 43 TOTAL PEAK HR VOL :121000004 PEAK HR FACTOR :0.250 0.250 0.250 Headers NEB NWB SEB SWB ENS ESB WNB WSB EB WB EB WB NB SB NB SB TOTAL 4:00 PM 001000001 4:15 PM 020000002 4:30 PM 000000000 4:45 PM 000000000 5:00 PM 000002002 5:15 PM 000000000 5:30 PM 000000000 5:45 PM 100000001 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :121002006 APPROACH %'s :33.33% 66.67% 100.00% 0.00% 0.00% 100.00% PEAK HR :05:00 PM 290 286 293 TOTAL PEAK HR VOL :100002003 PEAK HR FACTOR :0.250 0.250 AM NORTH LEG SOUTH LEG EAST LEG Harold Pl Harold Pl Fenton St 0.5000.375 0.250 PM NORTH LEG SOUTH LEG EAST LEG WEST LEG 0.3750.250 0.250 Pedestrians (Crosswalks) WEST LEG 07:45 AM - 08:45 AM Fenton St 05:00 PM - 06:00 PM Prepared by National Data & Surveying Services ID:19-04115-001 Day: City:Chula Vista Date: AM 380122 AM NOON 0000 NOON PM 2800541 PM AM NOON PM PM NOON AM 0100 0 73041 1 160 0 105 100 001032 165 0 237 1 TEV 634 0 1107 0 000 114 0 185 1 PHF 0.89 0.81 116 0 0 0 0010 AM NOON PM PM NOON AM PM 064052PM NOON 0000NOON AM 0701AM Fenton St07:00 AM - 09:00 AM NONE 151 0 504 Harold Pl 148 0 Harold Pl SOUTHBOUND 04:00 PM - 06:00 PM NORTHBOUND 291 0PEAK HOURSTotal Vehicles (AM) NONE 05:00 PM - 06:00 PM 208 311 0 1-Way Stop (SB)Fenton StEASTBOUNDPeak Hour Turning Movement Count 1 Total Vehicles (PM) Bikes (PM) Harold Pl & Fenton St Thursday 03/07/2019 CONTROL WESTBOUND07:45 AM - 08:45 AM Total Vehicles (Noon) Pedestrians (Crosswalks) Bikes (NOON) 127 COUNT PERIODSBikes (AM) NOONAM PM 0 0 2 1 0 0 1 0 2 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON 0 0 0 0 0 0 100000N/A N/A N/A N/A N/A N/A N/AN/AN/AN/AN/AN/A32 105 41 116 114 165 38012701N/A N/A N/A N/A N/A N/A N/AN/AN/AN/AN/AN/A1 160 73 0 185 237 280054640520 1 0 0 0 0 000000NOONPMAMNOONAMPMNOONAMPMNOONPMAM Day:City:Chula Vista Date:Project #:CA18_4489_001 NB SB EB WB 00 21,204 22,030 AM Period NB SB EB WB NB SB EB WB 00:00 40 35 75 315 330 645 00:15 42 18 60 340 344 684 00:30 35 28 63 346 323 669 00:45 54 171 21 102 75 273 305 1306 326 1323 631 2629 01:00 58 25 83 322 334 656 01:15 28 15 43 365 304 669 01:30 24 12 36 317 366 683 01:45 10 120 19 71 29 191 342 1346 345 1349 687 2695 02:00 25 9 34 327 343 670 02:15 18 4 22 363 295 658 02:30 15 10 25 370 359 729 02:45 18 76 9 32 27 108 320 1380 327 1324 647 2704 03:00 14 18 32 393 370 763 03:15 12 15 27 386 356 742 03:30 11 33 44 421 394 815 03:45 15 52 39 105 54 157 420 1620 372 1492 792 3112 04:00 26 57 83 383 391 774 04:15 45 44 89 375 351 726 04:30 35 61 96 379 389 768 04:45 65 171 76 238 141 409 465 1602 387 1518 852 3120 05:00 38 128 166 402 434 836 05:15 44 162 206 444 398 842 05:30 70 166 236 413 365 778 05:45 139 291 213 669 352 960 443 1702 315 1512 758 3214 06:00 107 214 321 412 366 778 06:15 118 231 349 374 328 702 06:30 181 279 460 374 273 647 06:45 289 695 337 1061 626 1756 358 1518 284 1251 642 2769 07:00 222 335 557 330 299 629 07:15 220 355 575 307 281 588 07:30 281 300 581 255 265 520 07:45 403 1126 376 1366 779 2492 293 1185 226 1071 519 2256 08:00 345 356 701 224 261 485 08:15 368 405 773 225 223 448 08:30 330 349 679 214 201 415 08:45 347 1390 364 1474 711 2864 192 855 165 850 357 1705 09:00 325 302 627 168 206 374 09:15 275 354 629 156 185 341 09:30 267 355 622 141 170 311 09:45 260 1127 366 1377 626 2504 123 588 153 714 276 1302 10:00 273 327 600 91 124 215 10:15 250 326 576 97 91 188 10:30 262 364 626 92 77 169 10:45 300 1085 297 1314 597 2399 86 366 68 360 154 726 11:00 257 332 589 85 52 137 11:15 308 280 588 70 43 113 11:30 282 310 592 68 56 124 11:45 302 1149 329 1251 631 2400 60 283 55 206 115 489 TOTALS 7453 9060 16513 13751 12970 26721 SPLIT %45.1% 54.9%38.2%51.5% 48.5%61.8% NB SB EB WB 00 21,204 22,030 AM Peak Hour 07:45 07:45 07:45 16:45 16:30 16:45 AM Pk Volume 1446 1486 2932 1724 1608 3308 Pk Hr Factor 0.897 0.917 0.941 0.927 0.926 0.971 7 ‐ 9 Volume 002516 2840 5356 003304 3030 6334 7 ‐ 9 Peak Hour 07:45 07:45 07:45 16:45 16:30 16:45 7 ‐ 9 Pk Volume 0 0 1446 1486 2932 0 0 1724 1608 3308 Pk Hr Factor 0.000 0.000 0.897 0.917 0.941 0.000 0.000 0.927 0.926 0.971 4 ‐ 6 Peak Hour 4 ‐ 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 ‐ 6 Volume 20:45 TOTAL 23:45 TOTALS Total 43,234 DAILY TOTALS 21:00 21:15 20:30 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 Otay Lakes Rd Bet. SR‐125 NB Ramps & Eastlake Pkwy 21:30 21:45 22:00 Total 43,234 19:30 19:45 20:00 20:15 18:00 18:15 18:30 18:45 19:00 19:15 16:45 17:00 17:15 Tuesday 17:30 17:45 15:15 15:30 15:45 16:00 16:15 16:30 14:00 14:15 14:30 12/18/2018 14:45 15:00 DAILY TOTALS PM Period VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 Day:City:Chula Vista Date:Project #:CA18_4489_002 NB SB EB WB 00 14,751 14,975 AM Period NB SB EB WB NB SB EB WB 00:00 22 18 40 282 265 547 00:15 24 12 36 312 249 561 00:30 20 13 33 266 233 499 00:45 16 82 16 59 32 141 242 1102 204 951 446 2053 01:00 18 16 34 258 221 479 01:15 12 7 19 245 247 492 01:30 13 4 17 244 314 558 01:45 8 51 7 34 15 85 246 993 247 1029 493 2022 02:00 7 3 10 210 205 415 02:15 4 2 6 259 204 463 02:30 4 3 7 227 232 459 02:45 10 25 5 13 15 38 243 939 250 891 493 1830 03:00 8 10 18 270 267 537 03:15 3 8 11 260 288 548 03:30 4 11 15 300 300 600 03:45 7 22 20 49 27 71 303 1133 287 1142 590 2275 04:00 14 23 37 266 272 538 04:15 16 19 35 301 222 523 04:30 14 27 41 266 288 554 04:45 33 77 40 109 73 186 327 1160 256 1038 583 2198 05:00 17 63 80 286 331 617 05:15 14 79 93 295 267 562 05:30 45 76 121 262 247 509 05:45 69 145 116 334 185 479 314 1157 209 1054 523 2211 06:00 68 136 204 283 268 551 06:15 65 136 201 266 248 514 06:30 93 200 293 247 201 448 06:45 198 424 286 758 484 1182 280 1076 191 908 471 1984 07:00 227 207 434 226 215 441 07:15 184 219 403 235 177 412 07:30 218 215 433 197 182 379 07:45 283 912 243 884 526 1796 206 864 131 705 337 1569 08:00 243 284 527 154 189 343 08:15 245 305 550 171 124 295 08:30 221 246 467 148 109 257 08:45 256 965 262 1097 518 2062 159 632 123 545 282 1177 09:00 214 239 453 109 117 226 09:15 186 201 387 116 101 217 09:30 164 219 383 92 105 197 09:45 202 766 190 849 392 1615 93 410 74 397 167 807 10:00 165 224 389 79 70 149 10:15 166 235 401 80 46 126 10:30 155 236 391 64 51 115 10:45 191 677 181 876 372 1553 52 275 39 206 91 481 11:00 159 223 382 54 33 87 11:15 170 226 396 40 31 71 11:30 182 221 403 47 35 82 11:45 177 688 252 922 429 1610 35 176 26 125 61 301 TOTALS 4834 5984 10818 9917 8991 18908 SPLIT %44.7% 55.3%36.4%52.4% 47.6%63.6% NB SB EB WB 00 14,751 14,975 AM Peak Hour 11:45 08:00 07:45 16:15 15:15 16:30 AM Pk Volume 1037 1097 2070 1180 1147 2316 Pk Hr Factor 0.831 0.899 0.941 0.902 0.956 0.938 7 ‐ 9 Volume 001877 1981 3858 002317 2092 4409 7 ‐ 9 Peak Hour 07:45 08:00 07:45 16:15 16:30 16:30 7 ‐ 9 Pk Volume 0 0 992 1097 2070 0 0 1180 1142 2316 Pk Hr Factor 0.000 0.000 0.876 0.899 0.941 0.000 0.000 0.902 0.863 0.938 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2018 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Tuesday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Otay Lakes Rd Bet. Eastlake Pkwy & Lane Ave 21:30 21:45 22:00 Total 29,726 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 29,726 DAILY TOTALS 21:00 21:15 20:30 4 ‐ 6 Peak Hour 4 ‐ 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 ‐ 6 Volume 20:45 Day:City:Chula Vista Date:Project #:CA18_4489_003 NB SB EB WB 00 9,121 10,086 AM Period NB SB EB WB NB SB EB WB 00:00 22 11 33 150 152 302 00:15 17 6 23 151 170 321 00:30 15 12 27 148 132 280 00:45 11 65 13 42 24 107 159 608 121 575 280 1183 01:00 12 6 18 170 143 313 01:15 10 9 19 158 180 338 01:30 8 4 12 144 210 354 01:45 5 35 5 24 10 59 145 617 176 709 321 1326 02:00 5 0 5 138 141 279 02:15 2 1 3 168 136 304 02:30 1 3 4 162 152 314 02:45 3 11 4 8 7 19 155 623 167 596 322 1219 03:00 5 6 11 186 204 390 03:15 5 8 13 169 183 352 03:30 4 9 13 218 190 408 03:45 2 16 20 43 22 59 202 775 198 775 400 1550 04:00 7 23 30 172 154 326 04:15 7 20 27 195 137 332 04:30 4 21 25 186 170 356 04:45 11 29 37 101 48 130 208 761 156 617 364 1378 05:00 8 52 60 220 182 402 05:15 5 66 71 195 178 373 05:30 26 76 102 178 136 314 05:45 24 63 94 288 118 351 209 802 134 630 343 1432 06:00 33 120 153 198 162 360 06:15 33 112 145 185 147 332 06:30 35 158 193 163 134 297 06:45 70 171 184 574 254 745 176 722 125 568 301 1290 07:00 103 161 264 143 125 268 07:15 99 186 285 155 112 267 07:30 117 195 312 136 107 243 07:45 159 478 202 744 361 1222 148 582 95 439 243 1021 08:00 113 239 352 102 113 215 08:15 126 254 380 117 83 200 08:30 123 188 311 109 68 177 08:45 118 480 180 861 298 1341 113 441 72 336 185 777 09:00 107 163 270 86 53 139 09:15 107 138 245 88 64 152 09:30 91 144 235 64 46 110 09:45 127 432 131 576 258 1008 63 301 44 207 107 508 10:00 97 163 260 57 42 99 10:15 94 162 256 58 24 82 10:30 95 145 240 40 33 73 10:45 109 395 118 588 227 983 30 185 28 127 58 312 11:00 87 159 246 32 28 60 11:15 93 125 218 30 21 51 11:30 124 128 252 30 25 55 11:45 111 415 157 569 268 984 22 114 15 89 37 203 TOTALS 2590 4418 7008 6531 5668 12199 SPLIT %37.0% 63.0%36.5%53.5% 46.5%63.5% NB SB EB WB 00 9,121 10,086 AM Peak Hour 11:45 07:30 07:30 16:15 15:00 15:00 AM Pk Volume 560 890 1405 809 775 1550 Pk Hr Factor 0.927 0.876 0.924 0.919 0.950 0.950 7 ‐ 9 Volume 00958 1605 2563 001563 1247 2810 7 ‐ 9 Peak Hour 07:45 07:30 07:30 16:15 16:30 16:30 7 ‐ 9 Pk Volume 0 0 521 890 1405 0 0 809 686 1495 Pk Hr Factor 0.000 0.000 0.819 0.876 0.924 0.000 0.000 0.919 0.942 0.930 4 ‐ 6 Peak Hour 4 ‐ 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 ‐ 6 Volume 20:45 TOTAL 23:45 TOTALS Total 19,207 DAILY TOTALS 21:00 21:15 20:30 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 Otay Lakes Rd Bet. Lane Ave & Fenton St 21:30 21:45 22:00 Total 19,207 19:30 19:45 20:00 20:15 18:00 18:15 18:30 18:45 19:00 19:15 16:45 17:00 17:15 Tuesday 17:30 17:45 15:15 15:30 15:45 16:00 16:15 16:30 14:00 14:15 14:30 12/18/2018 14:45 15:00 DAILY TOTALS PM Period VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 Day:City:Chula Vista Date:Project #:CA18_4489_004 NB SB EB WB 00 9,000 9,747 AM Period NB SB EB WB NB SB EB WB 00:00 17 2 19 127 140 267 00:15 17 7 24 146 131 277 00:30 15 12 27 127 119 246 00:45 12 61 12 33 24 94 156 556 106 496 262 1052 01:00 12 6 18 157 137 294 01:15 12 11 23 165 170 335 01:30 7 4 11 147 225 372 01:45 5 36 5 26 10 62 148 617 172 704 320 1321 02:00 5 0 5 132 124 256 02:15 2 1 3 145 137 282 02:30 2 3 5 153 141 294 02:45 4 13 5 9 9 22 146 576 160 562 306 1138 03:00 4 5 9 166 201 367 03:15 5 9 14 176 163 339 03:30 4 8 12 192 142 334 03:45 1 14 18 40 19 54 178 712 169 675 347 1387 04:00 7 22 29 201 157 358 04:15 3 21 24 208 158 366 04:30 4 22 26 195 171 366 04:45 6 20 44 109 50 129 174 778 181 667 355 1445 05:00 5 60 65 267 147 414 05:15 3 76 79 226 155 381 05:30 19 81 100 211 128 339 05:45 25 52 103 320 128 372 213 917 162 592 375 1509 06:00 32 112 144 211 140 351 06:15 33 116 149 182 128 310 06:30 32 149 181 179 142 321 06:45 59 156 180 557 239 713 171 743 130 540 301 1283 07:00 92 159 251 180 91 271 07:15 95 187 282 160 68 228 07:30 111 208 319 135 77 212 07:45 125 423 229 783 354 1206 145 620 74 310 219 930 08:00 104 279 383 135 91 226 08:15 112 288 400 123 69 192 08:30 115 216 331 126 51 177 08:45 94 425 215 998 309 1423 131 515 61 272 192 787 09:00 75 172 247 95 70 165 09:15 80 149 229 90 42 132 09:30 87 130 217 72 56 128 09:45 107 349 130 581 237 930 66 323 35 203 101 526 10:00 105 145 250 60 59 119 10:15 88 155 243 64 40 104 10:30 88 141 229 48 23 71 10:45 91 372 115 556 206 928 29 201 13 135 42 336 11:00 94 146 240 35 15 50 11:15 86 114 200 33 11 44 11:30 112 127 239 31 15 46 11:45 106 398 141 528 247 926 24 123 10 51 34 174 TOTALS 2319 4540 6859 6681 5207 11888 SPLIT %33.8% 66.2%36.6%56.2% 43.8%63.4% NB SB EB WB 00 9,000 9,747 AM Peak Hour 11:45 07:45 07:45 17:00 13:00 16:30 AM Pk Volume 506 1012 1468 917 704 1516 Pk Hr Factor 0.866 0.878 0.918 0.859 0.782 0.915 7 ‐ 9 Volume 00848 1781 2629 001695 1259 2954 7 ‐ 9 Peak Hour 07:45 07:45 07:45 17:00 16:00 16:30 7 ‐ 9 Pk Volume 0 0 456 1012 1468 0 0 917 667 1516 Pk Hr Factor 0.000 0.000 0.912 0.878 0.918 0.000 0.000 0.859 0.921 0.915 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2018 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Tuesday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Otay Lakes Rd Bet. Fenton St & Hunte Pkwy 21:30 21:45 22:00 Total 18,747 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 18,747 DAILY TOTALS 21:00 21:15 20:30 4 ‐ 6 Peak Hour 4 ‐ 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 ‐ 6 Volume 20:45 Day:City:Chula Vista Date:Project #:CA18_4489_005 NB SB EB WB 00 5,023 5,651 AM Period NB SB EB WB NB SB EB WB 00:00 11 5 16 83 78 161 00:15 7 2 9 78 80 158 00:30 6 10 16 72 75 147 00:45 6 30 8 25 14 55 86 319 59 292 145 611 01:00 8 3 11 75 85 160 01:15 8 6 14 106 127 233 01:30 6 5 11 99 169 268 01:45 3 25 6 20 9 45 77 357 97 478 174 835 02:00 2 0 2 82 77 159 02:15 1 1 2 76 81 157 02:30 3 3 6 73 97 170 02:45 1737414 89320135390224710 03:00 3 2 5 89 143 232 03:15 2 6 8 95 98 193 03:30 6 5 11 109 96 205 03:45 1 12 9 22 10 34 110 403 110 447 220 850 04:00 7 8 15 102 96 198 04:15 0 8 8 97 89 186 04:30 4 11 15 118 70 188 04:45 4 15 15 42 19 57 110 427 91 346 201 773 05:00 3 16 19 128 69 197 05:15 3 31 34 106 90 196 05:30 12 28 40 108 56 164 05:45 11 29 47 122 58 151 123 465 68 283 191 748 06:00 12 55 67 112 84 196 06:15 18 77 95 93 54 147 06:30 28 92 120 101 54 155 06:45 40 98 114 338 154 436 110 416 59 251 169 667 07:00 60 79 139 70 71 141 07:15 47 82 129 93 64 157 07:30 49 117 166 73 53 126 07:45 68 224 159 437 227 661 82 318 49 237 131 555 08:00 56 234 290 58 46 104 08:15 66 167 233 78 31 109 08:30 61 101 162 81 23 104 08:45 64 247 74 576 138 823 89 306 36 136 125 442 09:00 59 87 146 48 29 77 09:15 55 78 133 56 25 81 09:30 42 87 129 38 27 65 09:45 59 215 73 325 132 540 45 187 24 105 69 292 10:00 58 87 145 41 25 66 10:15 52 76 128 38 20 58 10:30 48 96 144 27 24 51 10:45 45 203 61 320 106 523 14 120 17 86 31 206 11:00 48 82 130 22 16 38 11:15 46 65 111 14 13 27 11:30 57 86 143 17 20 37 11:45 59 210 75 308 134 518 17 70 9 58 26 128 TOTALS 1315 2542 3857 3708 3109 6817 SPLIT %34.1% 65.9%36.1%54.4% 45.6%63.9% NB SB EB WB 00 5,023 5,651 AM Peak Hour 11:45 07:30 07:30 17:00 13:00 14:45 AM Pk Volume 292 677 916 465 478 854 Pk Hr Factor 0.880 0.723 0.790 0.908 0.707 0.920 7 ‐ 9 Volume 00471 1013 1484 00892 629 1521 7 ‐ 9 Peak Hour 07:45 07:30 07:30 17:00 16:00 16:30 7 ‐ 9 Pk Volume 0 0 251 677 916 0 0 465 346 782 Pk Hr Factor 0.000 0.000 0.923 0.723 0.790 0.000 0.000 0.908 0.901 0.973 4 ‐ 6 Peak Hour 4 ‐ 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 ‐ 6 Volume 20:45 TOTAL 23:45 TOTALS Total 10,674 DAILY TOTALS 21:00 21:15 20:30 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 Otay Lakes Rd E/O Hunte Pkwy 21:30 21:45 22:00 Total 10,674 19:30 19:45 20:00 20:15 18:00 18:15 18:30 18:45 19:00 19:15 16:45 17:00 17:15 Tuesday 17:30 17:45 15:15 15:30 15:45 16:00 16:15 16:30 14:00 14:15 14:30 12/18/2018 14:45 15:00 DAILY TOTALS PM Period VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 Day:City:Chula Vista Date:Project #:CA18_4489_006 NB SB EB WB 11,174 12,075 00 AM Period NB SB EB WB NB SB EB WB 00:00 15 9 24 231 227 458 00:15 11 14 25 244 214 458 00:30 21 7 28 214 224 438 00:45 32 79 8 38 40 117 262 951 225 890 487 1841 01:00 43 7 50 189 188 377 01:15 19 5 24 215 218 433 01:30 12 6 18 231 222 453 01:45 3 77 4 22 7 99 222 857 238 866 460 1723 02:00 6 6 12 195 239 434 02:15 3 3 6 205 249 454 02:30 8 3 11 237 231 468 02:45 11 28 4 16 15 44 222 859 214 933 436 1792 03:00 10 13 23 223 254 477 03:15 3 4 7 239 217 456 03:30 6 5 11 210 248 458 03:45 18 37 8 30 26 67 244 916 215 934 459 1850 04:00 12 30 42 211 280 491 04:15 21 7 28 220 217 437 04:30 20 6 26 206 246 452 04:45 29 82 10 53 39 135 223 860 260 1003 483 1863 05:00 21 15 36 182 284 466 05:15 30 17 47 175 282 457 05:30 36 10 46 192 227 419 05:45 48 135 31 73 79 208 208 757 200 993 408 1750 06:00 34 39 73 171 249 420 06:15 34 71 105 153 231 384 06:30 66 100 166 178 161 339 06:45 93 227 192 402 285 629 178 680 170 811 348 1491 07:00 117 89 206 158 198 356 07:15 119 58 177 151 200 351 07:30 117 85 202 141 195 336 07:45 181 534 94 326 275 860 135 585 153 746 288 1331 08:00 191 100 291 127 170 297 08:15 172 113 285 94 132 226 08:30 102 130 232 97 162 259 08:45 98 563 149 492 247 1055 67 385 130 594 197 979 09:00 201 155 356 66 116 182 09:15 162 152 314 71 88 159 09:30 171 190 361 52 90 142 09:45 172 706 204 701 376 1407 35 224 72 366 107 590 10:00 160 181 341 25 57 82 10:15 172 175 347 26 31 57 10:30 181 154 335 29 41 70 10:45 172 685 191 701 363 1386 33 113 28 157 61 270 11:00 171 197 368 28 30 58 11:15 208 222 430 17 14 31 11:30 193 212 405 14 18 32 11:45 185 757 223 854 408 1611 18 77 12 74 30 151 TOTALS 3910 3708 7618 7264 8367 15631 SPLIT %51.3% 48.7%32.8%46.5% 53.5%67.2% NB SB EB WB 11,174 12,075 00 AM Peak Hour 11:45 11:45 11:45 12:00 16:30 15:15 AM Pk Volume 874 888 1762 951 1072 1864 Pk Hr Factor 0.895 0.978 0.962 0.907 0.944 0.949 7 ‐ 9 Volume 1097 818 001915 1617 1996 003613 7 ‐ 9 Peak Hour 07:30 08:00 07:45 16:00 16:30 16:00 7 ‐ 9 Pk Volume 661 492 0 0 1083 860 1072 0 0 1863 Pk Hr Factor 0.865 0.826 0.000 0.000 0.930 0.964 0.944 0.000 0.000 0.949 4 ‐ 6 Peak Hour 4 ‐ 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 ‐ 6 Volume 20:45 TOTAL 23:45 TOTALS Total 23,249 DAILY TOTALS 21:00 21:15 20:30 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 Eastlake Pkwy Bet. Fenton St & Otay Lakes Rd 21:30 21:45 22:00 Total 23,249 19:30 19:45 20:00 20:15 18:00 18:15 18:30 18:45 19:00 19:15 16:45 17:00 17:15 Tuesday 17:30 17:45 15:15 15:30 15:45 16:00 16:15 16:30 14:00 14:15 14:30 12/18/2018 14:45 15:00 DAILY TOTALS PM Period VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 Day:City:Chula Vista Date:Project #:CA18_4489_007 NB SB EB WB 00 4,025 4,177 AM Period NB SB EB WB NB SB EB WB 00:00 3 5 8 68 89 157 00:15 2 4 6 58 77 135 00:30 1 2 3 74 76 150 00:45 2 8 2 13 4 21 67 267 71 313 138 580 01:00 0 1 1 83 67 150 01:15 1 1 2 57 74 131 01:30 0 0 0 69 83 152 01:45 010203 8529463287148581 02:00 0 0 0 59 72 131 02:15 0 0 0 60 48 108 02:30 1 0 1 55 49 104 02:45 2 3 0 2 3 55 229 74 243 129 472 03:00 0 0 0 63 71 134 03:15 1 0 1 62 57 119 03:30 0 0 0 65 89 154 03:45 0 1 0 0 1 93 283 69 286 162 569 04:00 0 0 0 91 90 181 04:15 0 1 1 75 89 164 04:30 3 0 3 57 100 157 04:45 25 28 0 1 25 29 119 342 139 418 258 760 05:00 15 2 17 92 190 282 05:15 8 6 14 75 112 187 05:30 8 4 12 68 77 145 05:45 20 51 26 38 46 89 100 335 97 476 197 811 06:00 19 8 27 80 138 218 06:15 12 6 18 78 93 171 06:30 11 9 20 58 71 129 06:45 32 74 23 46 55 120 79 295 66 368 145 663 07:00 34 10 44 65 135 200 07:15 51 18 69 54 89 143 07:30 50 21 71 52 60 112 07:45 110 245 33 82 143 327 33 204 41 325 74 529 08:00 116 39 155 43 83 126 08:15 87 35 122 19 41 60 08:30 77 51 128 28 26 54 08:45 109 389 54 179 163 568 40 130 40 190 80 320 09:00 82 51 133 20 51 71 09:15 84 57 141 19 30 49 09:30 51 50 101 5 36 41 09:45 64 281 44 202 108 483 15 59 21 138 36 197 10:00 59 68 127 12 15 27 10:15 55 71 126 9 17 26 10:30 47 59 106 9 17 26 10:45 64 225 53 251 117 476 5 35 7 56 12 91 11:00 51 65 116 7 6 13 11:15 50 59 109 2 5 7 11:30 52 49 101 5 4 9 11:45 75 228 71 244 146 472 4 18 4 19 8 37 TOTALS 1534 1058 2592 2491 3119 5610 SPLIT %59.2% 40.8%31.6%44.4% 55.6%68.4% NB SB EB WB 00 4,025 4,177 AM Peak Hour 07:45 11:45 11:45 16:45 16:30 16:30 AM Pk Volume 390 313 588 354 541 884 Pk Hr Factor 0.841 0.879 0.936 0.744 0.712 0.784 7 ‐ 9 Volume 00634 261 895 00677 894 1571 7 ‐ 9 Peak Hour 07:45 08:00 08:00 16:45 16:30 16:30 7 ‐ 9 Pk Volume 0 0 390 179 568 0 0 354 541 884 Pk Hr Factor 0.000 0.000 0.841 0.829 0.871 0.000 0.000 0.744 0.712 0.784 4 ‐ 6 Peak Hour 4 ‐ 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 ‐ 6 Volume 20:45 TOTAL 23:45 TOTALS Total 8,202 DAILY TOTALS 21:00 21:15 20:30 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 Fenton St Bet. Lane Ave & Showroom Pl 21:30 21:45 22:00 Total 8,202 19:30 19:45 20:00 20:15 18:00 18:15 18:30 18:45 19:00 19:15 16:45 17:00 17:15 Tuesday 17:30 17:45 15:15 15:30 15:45 16:00 16:15 16:30 14:00 14:15 14:30 12/18/2018 14:45 15:00 DAILY TOTALS PM Period VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 Day:City:Chula Vista Date:Project #:CA18_4489_008 NB SB EB WB 3,118 3,138 00 AM Period NB SB EB WB NB SB EB WB 00:00 2 2 4 49 67 116 00:15 0 2 2 48 65 113 00:30 2 2 4 36 54 90 00:45 2 6 4 10 6 16 55 188 59 245 114 433 01:00 0 0 0 41 60 101 01:15 1 1 2 49 57 106 01:30 0 0 0 54 50 104 01:45 0101 02 4018438205 78389 02:00 0 1 1 41 35 76 02:15 0 0 0 44 29 73 02:30 2 1 3 43 55 98 02:45 0213 15 5518345164 100347 03:00 0 0 0 65 59 124 03:15 1 1 2 64 56 120 03:30 0 0 0 80 42 122 03:45 0101 02 8529470227 155521 04:00 1 0 1 65 80 145 04:15 2 0 2 50 74 124 04:30 0 0 0 41 63 104 04:45 17 20 0 17 20 124 280 56 273 180 553 05:00 12 0 12 71 162 233 05:15 17 0 17 47 87 134 05:30 15 1 16 57 72 129 05:45 14 58 7 8 21 66 104 279 74 395 178 674 06:00 16 12 28 69 101 170 06:15 12 6 18 50 72 122 06:30 15 16 31 40 72 112 06:45 35 78 16 50 51 128 56 215 61 306 117 521 07:00 39 19 58 57 96 153 07:15 44 32 76 33 60 93 07:30 39 19 58 23 52 75 07:45 74 196 15 85 89 281 39 152 46 254 85 406 08:00 58 17 75 26 95 121 08:15 73 17 90 20 40 60 08:30 77 32 109 15 46 61 08:45 100 308 29 95 129 403 24 85 47 228 71 313 09:00 73 30 103 14 30 44 09:15 65 28 93 10 27 37 09:30 41 38 79 8 18 26 09:45 48 227 27 123 75 350 3 35 10 85 13 120 10:00 39 49 88 2 24 26 10:15 42 45 87 5 13 18 10:30 48 32 80 3 8 11 10:45 37 166 30 156 67 322 3 13 1 46 4 59 11:00 30 35 65 1 8 9 11:15 29 32 61 3 4 7 11:30 34 43 77 3 8 11 11:45 45 138 46 156 91 294 2 9 2 22 4 31 TOTALS 1201 688 1889 1917 2450 4367 SPLIT %63.6% 36.4%30.2%43.9% 56.1%69.8% NB SB EB WB 3,118 3,138 00 AM Peak Hour 08:15 11:45 08:30 16:45 17:00 16:45 AM Pk Volume 323 232 434 299 395 676 Pk Hr Factor 0.808 0.866 0.841 0.603 0.610 0.725 7 ‐ 9 Volume 504 180 00684 559 668 001227 7 ‐ 9 Peak Hour 08:00 08:00 08:00 16:45 17:00 16:45 7 ‐ 9 Pk Volume 308 95 0 0 403 299 395 0 0 676 Pk Hr Factor 0.770 0.742 0.000 0.000 0.781 0.603 0.610 0.000 0.000 0.725 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2018 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Tuesday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Fenton St Bet. Showroom Pl & Otay Lakes Rd 21:30 21:45 22:00 Total 6,256 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 6,256 DAILY TOTALS 21:00 21:15 20:30 4 ‐ 6 Peak Hour 4 ‐ 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 ‐ 6 Volume 20:45 Day:City:Chula Vista Date:Project #:CA18_4489_009 NB SB EB WB 7,605 7,306 00 AM Period NB SB EB WB NB SB EB WB 00:00 6 7 13 156 98 254 00:15 9 13 22 130 99 229 00:30 7 18 25 120 87 207 00:45 13 35 21 59 34 94 116 522 95 379 211 901 01:00 5 2 7 132 108 240 01:15 7 4 11 194 157 351 01:30 2 3 5 133 257 390 01:45 3 17 4 13 7 30 97 556 139 661 236 1217 02:00 5 7 12 101 98 199 02:15 1 2 3 108 102 210 02:30 1 1 2 94 131 225 02:45 1 8 4 14 5 22 98 401 143 474 241 875 03:00 2 2 4 110 150 260 03:15 5 5 10 165 140 305 03:30 5 0 5 203 157 360 03:45 5 17 2 9 7 26 157 635 150 597 307 1232 04:00 12 1 13 99 142 241 04:15 15 6 21 104 166 270 04:30 12 7 19 127 137 264 04:45 30 69 5 19 35 88 170 500 144 589 314 1089 05:00 45 6 51 110 179 289 05:15 46 7 53 102 168 270 05:30 55 11 66 112 132 244 05:45 61 207 18 42 79 249 123 447 146 625 269 1072 06:00 67 24 91 118 152 270 06:15 71 44 115 105 129 234 06:30 90 78 168 89 134 223 06:45 148 376 151 297 299 673 100 412 119 534 219 946 07:00 192 71 263 83 125 208 07:15 169 71 240 60 112 172 07:30 257 117 374 82 99 181 07:45 313 931 139 398 452 1329 58 283 93 429 151 712 08:00 240 234 474 50 105 155 08:15 179 198 377 65 76 141 08:30 185 105 290 38 60 98 08:45 189 793 57 594 246 1387 22 175 73 314 95 489 09:00 110 64 174 50 76 126 09:15 93 66 159 37 67 104 09:30 71 53 124 39 65 104 09:45 74 348 70 253 144 601 22 148 40 248 62 396 10:00 71 60 131 22 40 62 10:15 81 42 123 20 44 64 10:30 62 63 125 17 28 45 10:45 71 285 56 221 127 506 20 79 17 129 37 208 11:00 89 61 150 9 31 40 11:15 79 55 134 14 17 31 11:30 74 106 180 7 17 24 11:45 73 315 115 337 188 652 16 46 6 71 22 117 TOTALS 3401 2256 5657 4204 5050 9254 SPLIT %60.1% 39.9%37.9%45.4% 54.6%62.1% NB SB EB WB 7,605 7,306 00 AM Peak Hour 07:30 07:30 07:30 15:00 13:00 15:00 AM Pk Volume 989 688 1677 635 661 1232 Pk Hr Factor 0.790 0.735 0.884 0.782 0.643 0.856 7 ‐ 9 Volume 1724 992 002716 947 1214 002161 7 ‐ 9 Peak Hour 07:30 07:30 07:30 16:15 16:30 16:15 7 ‐ 9 Pk Volume 989 688 0 0 1677 511 628 0 0 1137 Pk Hr Factor 0.790 0.735 0.000 0.000 0.884 0.751 0.877 0.000 0.000 0.905 4 ‐ 6 Peak Hour 4 ‐ 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 ‐ 6 Volume 20:45 TOTAL 23:45 TOTALS Total 14,911 DAILY TOTALS 21:00 21:15 20:30 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 Hunte Pkwy Bet. Otay Lakes Rd & Clubhouse Dr 21:30 21:45 22:00 Total 14,911 19:30 19:45 20:00 20:15 18:00 18:15 18:30 18:45 19:00 19:15 16:45 17:00 17:15 Tuesday 17:30 17:45 15:15 15:30 15:45 16:00 16:15 16:30 14:00 14:15 14:30 12/18/2018 14:45 15:00 DAILY TOTALS PM Period VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 TRAFFIC SIGNAL TIMING SHEET -- CITY OF CHULA VISTA SCN: 123 ADDRESS: 1 Program:233; SET CLOCK: SET DATE:81=ddyym ; SET TIME:80=hhmms [day]; 8F=mmss.s ; E KEY ENABLE: F-9-E = 9 ;SET MODE:{C-0-C=0} C-A-1=0 ; F-C-0=3.0 ; F-O-F=3.0 ; ESTABLISH COMM: C-0-0=ADDRESS ; C-0-1=1 ; C-0-2=1 ; C-0-3=SCN ; SET PED PHASES: {C-0-E=125} E-F-5=[2] ; E-F-6=[6] ; E-F-7=[4] ; E-F-8=[8] ; SET OPTICOM: {C-0-E=125} E-E-A=[2,5] ; E-E-B=[4,7] ; E-E-C=[1,6] ; E-E-D=[3,8] ; E-F-F=[3,5] ; F-0-8=F-0-9=2 ; F-E-2=F-E-4=F-E-6=F-E-8=2 ; PHASE FLAGS {C-0-F = 1} (F-F-X) PHASE TIMING BANK 1 {C-0-F = 1} (F-PHASE-X) LOCAL SCHEDULER{C-0-9 = 0.1}(PAGE 1) 0 1 2 3 4 6 7 8 9 A B C D E F 0 1 2 3 4 5 6 7 8 9 A B C D E F 9-EVENT TIME PLAN/OS [ DAY ] PHASE 1 X 2 0.0 2.0 2.0 2.0 26 3.0 1.0 0 = 0000 E A [1,2,3,4,5,6,7] 1 = 0700 4 A [2,3,4,5,6] → 2 X X X 6 26 6 1.0 4.0 4.5 2.0 40 4 1.3 4.7 2.3 2 = 1030 3 A [2,3,4,5,6] 3 = 1230 4 A [2,3,4,5,6] 3 X 2 0.0 3.5 3.5 3.5 50 3.0 1.0 4 = 1800 3 A [2,3,4,5,6] 5 = 1930 E A [1,2,3,4,5,6,7]  4 X 6 30 4 0.0 3.5 3.8 2.0 30 4 1.3 4.0 1.5 6 = A 7 = A 5 X 2 0.0 2.0 2.0 2.0 30 3.0 1.0 8 = A 9 = A ← 6 X X X 6 24 6 1.0 4.0 4.5 2.0 40 4 1.3 4.7 2.3 A = A B = A 7 X 2 0.0 2.0 2.0 2.0 22 3.0 1.0 C = A D = A  8 X 6 25 4 0.0 3.5 3.8 2.0 30 4 1.3 4.0 1.5 E = A F = A OTHER INPUTS: {C-0-E = 126} E-1-8 = E-1-9 = E-1-A = E-1-B = [4,5,7] NOTE:Plan E=Free ; Plan F=Flash {C-0-C = 1} C-F-0 = [2,4,6,8] ; DETECTOR PARAM: {C-0-D = 0} COORDINATION TIMING PLAN {C-0-C = 1} (C-PLAN-X) TIMING PLAN FUNCTIONS {C-0-C = 2} (C-PLAN-X) CYCLE FORCE-OFF OFFSET [SYNC  s ][LAG  s] PED-ADJ RSRV-TIME[ RESERVED s][ PRETIMED s ][MAX RECALL s] 0 1 2 3 4 5 6 7 8 9 A B C D E F C-E-PLAN C-F-PLAN | 0 5 6 8 9 | PLAN 1 2 3 108 72 0 28 48 72 0 23 48 0 39 0 0 0 255 0 [2,6] [2,4,6,8] 10 4 128 86 0 37 61 88 0 25 61 0 39 0 0 0 255 0 [2,6] [2,4,6,8] 8 5 6 7 8 9 ___________________________________________________________________________________________________________________________________________________________ NOTE: VIEW CURRENT BANK: {C-0-F = 0} F-C-E = (Current Bank) ; BATT. CHECK: {C-0-E = 112} E-0-A = (85 is OK) = (84 is BAD) ; DATE : May 4, 2010 VERSION: 3.0 EASTLAKE / OTAY LAKES TRAFFIC SIGNAL TIMING SHEET -- CITY OF CHULA VISTA SCN: 157 ADDRESS: 5 Program:233; SET CLOCK: SET DATE:81=ddyym ; SET TIME:80=hhmms [day]; 8F=mmss.s ; E KEY ENABLE: F-9-E = 9 ;SET MODE:{C-0-C=0} C-A-1=0 ; F-C-0=3.0 ; F-O-F=3.0 ; ESTABLISH COMM: C-0-0=ADDRESS ; C-0-1=1 ; C-0-2=1 ; C-0-3=SCN ; SET PED PHASES: {C-0-E=125} E-F-5=[ ] ; E-F-6=[6] ; E-F-7=[4] ; E-F-8=[ ] ; SET OPTICOM: {C-0-E=125} E-E-A=[2,5] ; E-E-B=[4] ; E-E-C=[6] ; E-E-D=[ ] ; E-F-F=[3,5] ; F-0-8=F-0-9=2 ; F-E-2=F-E-4=F-E-6=F-E-8=2 ; PHASE FLAGS {C-0-F = 1} (F-F-X) PHASE TIMING BANK 1 {C-0-F = 1} (F-PHASE-X) LOCAL SCHEDULER{C-0-9 = 0.1}(PAGE 1) 0 1 2 3 4 6 7 8 9 A B C D E F 0 1 2 3 4 5 6 7 8 9 A B C D E F 9-EVENT TIME PLAN/OS [ DAY ] PHASE 1 0 = 0000 E A [1,2,3,4,5,6,7] 1 = A → 2 X X X 8 1.2 6.0 7.1 2.0 50 0.8 4.7 1.3 2 = A 3 = A 3 4 = A 5 = A  4 X 6 22 3 0.0 2.0 2.0 2.0 28 4 4.0 1.0 6 = A 7 = A 5 X 2 0.0 1.2 1.2 1.2 26 3.0 0.5 8 = A 9 = A ← 6 X X X 7 13 8 1.2 6.0 7.1 2.0 50 4 0.8 4.7 1.3 A = A B = A 7 C = A D = A 8 E = A F = A OTHER INPUTS: {C-0-E = 126} E-1-8 = E-1-9 = E-1-A = E-1-B = [4,5,7] NOTE:Plan E=Free ; Plan F=Flash {C-0-C = 1} C-F-0 = [2,4,6] ; DETECTOR PARAM: {C-0-D = 0} D-2-0 = 2.0 ; D-4-0 = 1.5 ; D-1-9 = 8.0 ; D-1-A = 12.0 ; COORDINATION TIMING PLAN {C-0-C = 1} (C-PLAN-X) TIMING PLAN FUNCTIONS {C-0-C = 2} (C-PLAN-X) CYCLE FORCE-OFF OFFSET [SYNC  s ][LAG  s] PED-ADJ RSRV-TIME[ RESERVED s][ PRETIMED s ][MAX RECALL s] 0 1 2 3 4 5 6 7 8 9 A B C D E F C-E-PLAN C-F-PLAN | 0 5 6 8 9 | PLAN 1 2 3 4 5 6 7 8 9 ___________________________________________________________________________________________________________________________________________________________ NOTE: VIEW CURRENT BANK: {C-0-F = 0} F-C-E = (Current Bank) ; BATT. CHECK: {C-0-E = 112} E-0-A = (85 is OK) = (84 is BAD) ; DATE : May 15, 2007 VERSION: 1.5 LANE / OTAY LAKES TRAFFIC SIGNAL TIMING SHEET -- CITY OF CHULA VISTA SCN: 158 ADDRESS: 6 Program:233; SET CLOCK: SET DATE:81=ddyym ; SET TIME:80=hhmms [day]; 8F=mmss.s ; E KEY ENABLE: F-9-E = 9 ;SET MODE:{C-0-C=0} C-A-1=0 ; F-C-0=3.0 ; F-O-F=3.0 ; ESTABLISH COMM: C-0-0=ADDRESS ; C-0-1=1 ; C-0-2=1 ; C-0-3=SCN ; SET PED PHASES: {C-0-E=125} E-F-5=[2] ; E-F-6=[6] ; E-F-7=[4] ; E-F-8=[8] ; SET OPTICOM: {C-0-E=125} E-E-A=[2,5] ; E-E-B=[4,7] ; E-E-C=[1,6] ; E-E-D=[3,8] ; E-F-F=[3,5] ; F-0-8=F-0-9=2 ; F-E-2=F-E-4=F-E-6=F-E-8=2 ; PHASE FLAGS {C-0-F = 1} (F-F-X) PHASE TIMING BANK 1 {C-0-F = 1} (F-PHASE-X) LOCAL SCHEDULER{C-0-9 = 0.1}(PAGE 1) 0 1 2 3 4 6 7 8 9 A B C D E F 0 1 2 3 4 5 6 7 8 9 A B C D E F 9-EVENT TIME PLAN/OS [ DAY ] PHASE 1 X 2 0.0 2.0 2.0 2.0 20 3.0 1.0 0 = 0000 E A [1,2,3,4,5,6,7] 1 = A → 2 X X 7 21 4 0.0 3.8 3.8 3.8 24 4 0.0 4.7 2.3 2 = A 3 = A 3 X 3 0.0 1.5 1.5 1.5 38 3.0 1.0 4 = A 5 = A  4 X 7 24 4 0.0 3.5 3.5 3.5 30 4 0.0 4.3 1.7 6 = A 7 = A 5 X 3 0.0 1.5 1.5 1.5 38 3.0 1.0 8 = A 9 = A ← 6 X X 7 21 4 0.0 3.8 3.8 3.8 24 4 0.0 4.7 2.3 A = A B = A 7 X 3 0.0 1.2 1.2 1.2 30 3.0 1.0 C = A D = A  8 X 7 24 4 0.0 3.5 3.5 3.5 30 4 0.0 4.3 1.7 E = A F = A OTHER INPUTS: {C-0-E = 126} E-1-8 = E-1-9 = E-1-A = E-1-B = [4,5,7] NOTE:Plan E=Free ; Plan F=Flash {C-0-C = 1} C-F-0 = [2,4,6,8] ; DETECTOR PARAM: {C-0-D = 0} D-1-0 = 2.0 ; D-3-0 = 1.5 ; D-2-0 = 2.0 ; D-4-0 = 1.5 ; D-1-6 = 2.0 ; D-3-6 = 1.5 ; D-2-6 = 2.0 ; D-4-6 = 1.5 ; COORDINATION TIMING PLAN {C-0-C = 1} (C-PLAN-X) TIMING PLAN FUNCTIONS {C-0-C = 2} (C-PLAN-X) CYCLE FORCE-OFF OFFSET [SYNC  s ][LAG  s] PED-ADJ RSRV-TIME[ RESERVED s][ PRETIMED s ][MAX RECALL s] 0 1 2 3 4 5 6 7 8 9 A B C D E F C-E-PLAN C-F-PLAN | 0 5 6 8 9 | PLAN 1 2 3 4 5 6 7 8 9 ___________________________________________________________________________________________________________________________________________________________ NOTE: VIEW CURRENT BANK: {C-0-F = 0} F-C-E = (Current Bank) ; BATT. CHECK: {C-0-E = 112} E-0-A = (85 is OK) = (84 is BAD) ; DATE : May 15, 2007 VERSION: 1.6 HUNTE / OTAY LAKES TRAFFIC SIGNAL TIMING SHEET -- CITY OF CHULA VISTA SCN: 188 ADDRESS: 25 Program:233; SET CLOCK: SET DATE:81=ddyym ; SET TIME:80=hhmms [day]; 8F=mmss.s ; E KEY ENABLE: F-9-E = 9 ;SET MODE:{C-0-C=0} C-A-1=0 ; F-C-0=3.0 ; F-O-F=3.0 ; ESTABLISH COMM: C-0-0=ADDRESS ; C-0-1=1 ; C-0-2=1 ; C-0-3=SCN ; SET PED PHASES: {C-0-E=125} E-F-5=[2] ; E-F-6=[1] ; E-F-7=[4] ; E-F-8=[8] ; SET OPTICOM: {C-0-E=125} E-E-A=[2] ; E-E-B=[4,7] ; E-E-C=[1]; E-E-D=[3,8] ; E-F-F=[3,5] ; F-0-8=F-0-9=2 ; F-E-2=F-E-4=F-E-6=F-E-8=2 ; PHASE FLAGS {C-0-F = 1} (F-F-X) PHASE TIMING BANK 1 {C-0-F = 1} (F-PHASE-X) LOCAL SCHEDULER{C-0-9 = 0.1}(PAGE 1) 0 1 2 3 4 6 7 8 9 A B C D E F 0 1 2 3 4 5 6 7 8 9 A B C D E F 9-EVENT TIME PLAN/OS [ DAY ] PHASE  1 X 7 16 3 0.0 3.0 3.0 3.0 32 4 4.0 1.0 0 = 0000 E A [1,2,3,4,5,6,7] 1 = A → 2 X 7 16 3 0.0 3.0 3.0 3.0 40 4 4.0 1.0 2 = A 3 = A 3 X 2 0.0 1.2 1.2 1.2 30 3.0 0.5 4 = A 5 = A  4 X X X 7 10 8 1.0 4.0 4.7 2.0 40 3 1.2 4.0 1.0 6 = A 7 = A 5 8 = A 9 = A 6 A = A B = A 7 X 2 0.0 1.2 1.2 1.2 25 3.0 0.5 C = A D = A  8 X X X 7 12 8 1.0 4.0 4.7 2.0 40 3 1.2 4.0 1.0 E = A F = A OTHER INPUTS: {C-0-E = 126} E-1-8 = E-1-9 = E-1-A = E-1-B = [4,5,7] ; E-6-9 = [1] ; NOTE:Plan E=Free ; Plan F=Flash {C-0-C = 1} C-F-0 = [2,4,6,8] ; DETECTOR PARAM: {C-0-D = 0} D-1-6 = 2.0 ; D-3-6 = 1.5 ; D-2-6 = 2.0 ; D-4-6 = 1.5 ; COORDINATION TIMING PLAN {C-0-C = 1} (C-PLAN-X) TIMING PLAN FUNCTIONS {C-0-C = 2} (C-PLAN-X) CYCLE FORCE-OFF OFFSET [SYNC  s ][LAG  s] PED-ADJ RSRV-TIME[ RESERVED s][ PRETIMED s ][MAX RECALL s] 0 1 2 3 4 5 6 7 8 9 A B C D E F C-E-PLAN C-F-PLAN | 0 5 6 8 9 | PLAN 1 2 3 4 5 6 7 8 9 ___________________________________________________________________________________________________________________________________________________________ NOTE: VIEW CURRENT BANK: {C-0-F = 0} F-C-E = (Current Bank) ; BATT. CHECK: {C-0-E = 112} E-0-A = (85 is OK) = (84 is BAD) ; DATE : June 21, 2005 VERSION: 1.3 EASTLAKE / FENTON TRAFFIC SIGNAL TIMING SHEET -- CITY OF CHULA VISTA SCN: 208 ADDRESS: 31 Program:233; SET CLOCK: SET DATE:81=ddyym ; SET TIME:80=hhmms [day]; 8F=mmss.s ; E KEY ENABLE: F-9-E = 9 ;SET MODE:{C-0-C=0} C-A-1=0 ; F-C-0=3.0 ; F-O-F=3.0 ; ESTABLISH COMM: C-0-0=ADDRESS ; C-0-1=1 ; C-0-2=1 ; C-0-3=SCN ; SET PED PHASES: {C-0-E=125} E-F-5=[ ] ; E-F-6=[6] ; E-F-7=[4] ; E-F-8=[ ] ; SET OPTICOM: {C-0-E=125} E-E-A=[2,5] ; E-E-B=[4] ; E-E-C=[6] ; E-E-D=[ ] ; E-F-F=[3,5] ; F-0-8=F-0-9=2 ; F-E-2=F-E-4=F-E-6=F-E-8=2 ; PHASE FLAGS {C-0-F = 1} (F-F-X) PHASE TIMING BANK 1 {C-0-F = 1} (F-PHASE-X) LOCAL SCHEDULER{C-0-9 = 0.1}(PAGE 1) 0 1 2 3 4 6 7 8 9 A B C D E F 0 1 2 3 4 5 6 7 8 9 A B C D E F 9-EVENT TIME PLAN/OS [ DAY ] PHASE 1 0 = 0000 E A [1,2,3,4,5,6,7] 1 = A → 2 X X X 8 0.0 5.0 5.8 2.0 50 1.1 4.7 1.5 2 = A 3 = A 3 4 = A 5 = A  4 X 7 24 2 0.0 2.8 2.8 2.8 30 4 4.0 1.0 6 = A 7 = A 5 X 2 0.0 1.2 1.2 1.2 22 3.0 1.0 8 = A 9 = A ← 6 X X X 7 13 8 0.0 5.0 5.8 2.0 50 3 1.1 4.7 1.5 A = A B = A 7 C = A D = A 8 E = A F = A OTHER INPUTS: {C-0-E = 126} E-1-8 = E-1-9 = E-1-A = E-1-B = [4,5,7] NOTE:Plan E=Free ; Plan F=Flash {C-0-C = 1} C-F-0 = [2,4,6] ; DETECTOR PARAM: {C-0-D = 0} COORDINATION TIMING PLAN {C-0-C = 1} (C-PLAN-X) TIMING PLAN FUNCTIONS {C-0-C = 2} (C-PLAN-X) CYCLE FORCE-OFF OFFSET [SYNC  s ][LAG  s] PED-ADJ RSRV-TIME[ RESERVED s][ PRETIMED s ][MAX RECALL s] 0 1 2 3 4 5 6 7 8 9 A B C D E F C-E-PLAN C-F-PLAN | 0 5 6 8 9 | PLAN 1 2 3 4 5 6 7 8 9 ___________________________________________________________________________________________________________________________________________________________ NOTE: VIEW CURRENT BANK: {C-0-F = 0} F-C-E = (Current Bank) ; BATT. CHECK: {C-0-E = 112} E-0-A = (85 is OK) = (84 is BAD) ; DATE : May 15, 2007 VERSION: 1.2 FENTON / OTAY LAKES TRAFFIC SIGNAL TIMING SHEET -- CITY OF CHULA VISTA SCN: 223 ADDRESS: 32 Program:233; SET CLOCK: SET DATE:81=ddyym ; SET TIME:80=hhmms [day]; 8F=mmss.s ; E KEY ENABLE: F-9-E = 9 ;SET MODE:{C-0-C=0} C-A-1=0 ; F-C-0=3.0 ; F-O-F=3.0 ; ESTABLISH COMM: C-0-0=ADDRESS ; C-0-1=1 ; C-0-2=1 ; C-0-3=SCN ; SET PED PHASES: {C-0-E=125} E-F-5=[2] ; E-F-6=[6] ; E-F-7=[4] ; E-F-8=[8] ; SET OPTICOM: {C-0-E=125} E-E-A=[2,5] ; E-E-B=[4,7] ; E-E-C=[1,6] ; E-E-D=[3,8] ; E-F-F=[3,5] ; F-0-8=F-0-9=2 ; F-E-2=F-E-4=F-E-6=F-E-8=2 ; PHASE FLAGS {C-0-F = 1} (F-F-X) PHASE TIMING BANK 1 {C-0-F = 1} (F-PHASE-X) LOCAL SCHEDULER{C-0-9 = 0.1}(PAGE 1) 0 1 2 3 4 6 7 8 9 A B C D E F 0 1 2 3 4 5 6 7 8 9 A B C D E F 9-EVENT TIME PLAN/OS [ DAY ] PHASE 1 X 2 0.0 1.1 1.1 1.1 22 3.0 0.5 0 = 0000 E A [1,2,3,4,5,6,7] 1 = A → 2 X X 7 14 3 0.0 2.2 2.2 2.2 24 3 4.0 1.0 2 = A 3 = A 3 X 2 0.0 1.1 1.1 1.1 22 3.0 0.5 4 = A 5 = A  4 X X X 7 14 8 0.0 3.5 3.9 2.0 50 3 2.0 4.0 1.0 6 = A 7 = A 5 X 2 0.0 1.1 1.1 1.1 22 3.0 0.5 8 = A 9 = A ← 6 X X 7 14 3 0.0 2.2 2.2 2.2 24 3 4.0 1.0 A = A B = A 7 X 2 0.0 1.1 1.1 1.1 22 3.0 0.5 C = A D = A  8 X X X 7 14 8 0.0 3.5 3.9 2.0 50 3 2.0 4.0 1.0 E = A F = A OTHER INPUTS: {C-0-E = 126} E-1-8 = E-1-9 = E-1-A = E-1-B = [4,5,7] NOTE:Plan E=Free ; Plan F=Flash {C-0-C = 1} C-F-0 = [2,4,6,8] ; DETECTOR PARAM: {C-0-D = 0} D-1-0 = 2.0 ; D-3-0 = 1.5 ; D-2-0 = 2.0 ; D-4-0 = 1.5 ; D-1-6 = 2.0 ; D-3-6 = 1.5 ; D-2-6 = 2.0 ; D-4-6 = 1.5 ; COORDINATION TIMING PLAN {C-0-C = 1} (C-PLAN-X) TIMING PLAN FUNCTIONS {C-0-C = 2} (C-PLAN-X) CYCLE FORCE-OFF OFFSET [SYNC  s ][LAG  s] PED-ADJ RSRV-TIME[ RESERVED s][ PRETIMED s ][MAX RECALL s] 0 1 2 3 4 5 6 7 8 9 A B C D E F C-E-PLAN C-F-PLAN | 0 5 6 8 9 | PLAN 1 2 3 4 5 6 7 8 9 ___________________________________________________________________________________________________________________________________________________________ NOTE: VIEW CURRENT BANK: {C-0-F = 0} F-C-E = (Current Bank) ; BATT. CHECK: {C-0-E = 112} E-0-A = (85 is OK) = (84 is BAD) ; DATE : December 13, 2005 VERSION: 1.0 FENTON / LANE TRAFFIC SIGNAL TIMING SHEET -- CITY OF CHULA VISTA SCN: 270 (255+15) ADDRESS: 29 Program:233; SET CLOCK: SET DATE:81=ddyym ; SET TIME:80=hhmms [day]; 8F=mmss.s ; E KEY ENABLE: F-9-E = 9 ;SET MODE:{C-0-C=0} C-A-1=0 ; F-C-0=3.0 ; F-O-F=3.0 ; ESTABLISH COMM: C-0-0=ADDRESS ; C-0-1=1 ; C-0-2=2 ; C-0-3=15 ; SET PED PHASES: {C-0-E=125} E-F-5=[2] ; E-F-6=[6] ; E-F-7=[ ] ; E-F-8=[ ] ; SET OPTICOM: {C-0-E=125} E-E-A=[ ] ; E-E-B=[ ] ; E-E-C=[ ] ; E-E-D=[ ] ; E-F-F=[3,5] ; F-0-8=F-0-9=2 ; F-E-2=F-E-4=F-E-6=F-E-8=2 ; PHASE FLAGS {C-0-F = 1} (F-F-X) PHASE TIMING BANK 1 {C-0-F = 1} (F-PHASE-X) LOCAL SCHEDULER{C-0-9 = 0.1}(PAGE 1) 0 1 2 3 4 6 7 8 9 A B C D E F 0 1 2 3 4 5 6 7 8 9 A B C D E F 9-EVENT TIME PLAN/OS [ DAY ] PHASE 1 0 = 0000 E A [1,2,3,4,5,6,7] 1 = 0600 1 A [2,3,4,5,6,7] → 2 X X X 7 10 6 0.0 5.0 5.5 2.0 50 3 1.1 4.3 1.5 2 = 0700 1 B [2,3,4,5,6] 3 = 1030 1 C [1,2,3,4,5,6,7] 3 4 = 1400 2 A [2,3,4,5,6] 5 = 1830 2 B [1,2,3,4,5,6,7]  4 X 4 0.0 3.2 3.2 3.2 40 4.0 1.5 6 = 1930 E A [1,2,3,4,5,6,7] 7 = A 5 8 = A 9 = A ← 6 X X X 7 28 6 0.0 5.0 5.5 2.0 50 4 1.1 4.3 1.5 A = A B = A 7 C = A D = A 8 E = A F = A OTHER INPUTS: {C-0-E = 126} E-1-8 = E-1-9 = E-1-A = E-1-B = [4,5,7] NOTE:Plan E=Free ; Plan F=Flash {C-0-C = 1} C-F-0 = [2,4,6] ; DETECTOR PARAM: {C-0-D = 0} COORDINATION TIMING PLAN {C-0-C = 1} (C-PLAN-X) TIMING PLAN FUNCTIONS {C-0-C = 2} (C-PLAN-X) CYCLE FORCE-OFF OFFSET [SYNC  s ][LAG  s] PED-ADJ RSRV-TIME[ RESERVED s][ PRETIMED s ][MAX RECALL s] 0 1 2 3 4 5 6 7 8 9 A B C D E F C-E-PLAN C-F-PLAN | 0 5 6 8 9 | PLAN 1 64 0 0 0 36 0 0 0 0 0 32 10 33 0 255 0 [2,6] [2,4,6] 2 64 0 0 0 36 0 0 0 0 0 25 43 0 0 255 0 [2,6] [2,4,6] 3 4 5 6 7 8 9 ___________________________________________________________________________________________________________________________________________________________ NOTE: VIEW CURRENT BANK: {C-0-F = 0} F-C-E = (Current Bank) ; BATT. CHECK: {C-0-E = 112} E-0-A = (85 is OK) = (84 is BAD) ; DATE : January 23, 2009 VERSION: 1.3 OTAY LAKES / SR125 SB TRAFFIC SIGNAL TIMING SHEET -- CITY OF CHULA VISTA SCN: 271 (255+16) ADDRESS: 30 Program:233; SET CLOCK: SET DATE:81=ddyym ; SET TIME:80=hhmms [day]; 8F=mmss.s ; E KEY ENABLE: F-9-E = 9 ;SET MODE:{C-0-C=0} C-A-1=0 ; F-C-0=3.0 ; F-O-F=3.0 ; ESTABLISH COMM: C-0-0=ADDRESS ; C-0-1=1 ; C-0-2=2 ; C-0-3=16 ; SET PED PHASES: {C-0-E=125} E-F-5=[2] ; E-F-6=[6] ; E-F-7=[ ] ; E-F-8=[ ] ; SET OPTICOM: {C-0-E=125} E-E-A=[ ] ; E-E-B=[ ] ; E-E-C=[ ] ; E-E-D=[ ] ; E-F-F=[3,5] ; F-0-8=F-0-9=2 ; F-E-2=F-E-4=F-E-6=F-E-8=2 ; PHASE FLAGS {C-0-F = 1} (F-F-X) PHASE TIMING BANK 1 {C-0-F = 1} (F-PHASE-X) LOCAL SCHEDULER{C-0-9 = 0.1}(PAGE 1) 0 1 2 3 4 6 7 8 9 A B C D E F 0 1 2 3 4 5 6 7 8 9 A B C D E F 9-EVENT TIME PLAN/OS [ DAY ] PHASE 1 0 = 0000 E A [1,2,3,4,5,6,7] 1 = 0600 1 A [2,3,4,5,6,7] → 2 X X X 7 26 6 0.0 5.0 5.5 2.0 50 4 1.1 4.3 1.5 2 = 0700 1 B [2,3,4,5,6] 3 = 1030 1 C [1,2,3,4,5,6,7] 3 4 = 1400 2 A [2,3,4,5,6] 5 = 1830 2 B [1,2,3,4,5,6,7] 4 6 = 1930 E A [1,2,3,4,5,6,7] 7 = A 5 8 = A 9 = A ← 6 X X X 7 8 6 0.0 5.0 5.5 2.0 50 3 1.1 4.3 1.5 A = A B = A 7 C = A D = A  8 X 4 0.0 3.2 3.2 3.2 30 4.0 1.5 E = A F = A OTHER INPUTS: {C-0-E = 126} E-1-8 = E-1-9 = E-1-A = E-1-B = [4,5,7] NOTE:Plan E=Free ; Plan F=Flash {C-0-C = 1} C-F-0 = [2,6,8] ; DETECTOR PARAM: {C-0-D = 0} COORDINATION TIMING PLAN {C-0-C = 1} (C-PLAN-X) TIMING PLAN FUNCTIONS {C-0-C = 2} (C-PLAN-X) CYCLE FORCE-OFF OFFSET [SYNC  s ][LAG  s] PED-ADJ RSRV-TIME[ RESERVED s][ PRETIMED s ][MAX RECALL s] 0 1 2 3 4 5 6 7 8 9 A B C D E F C-E-PLAN C-F-PLAN | 0 5 6 8 9 | PLAN 1 64 0 0 0 0 0 0 0 36 0 12 54 1 0 255 0 [2,6] [2,6,8] 2 64 0 0 0 0 0 0 0 36 0 45 11 0 0 255 0 [2,6] [2,6,8] 3 4 5 6 7 8 9 ___________________________________________________________________________________________________________________________________________________________ NOTE: VIEW CURRENT BANK: {C-0-F = 0} F-C-E = (Current Bank) ; BATT. CHECK: {C-0-E = 112} E-0-A = (85 is OK) = (84 is BAD) ; DATE : September 10, 2008 VERSION: 1.1 OTAY LAKES / SR125 NB NOTES ON THE TRAFFIC SIGNAL TIMING SHEET - FOR Bi-Tran 233 PROGRAM CITY OF CHULA VISTAPHASE FLAG -- X shows the 'On' state of phase flags i.e. the flag is set to the active status FLAG FUNCTION 0 PERMIT 1 RED LOCK (vehicle detector) 2 YELLOW LOCK (vehicle detector) 3 VEHICLE PHASE MINIMUM RECALL 4 PEDESTRIAN PHASE RECALL 6 REST IN WALK 7 RED REST 8 DOUBLE ENTRY 9 VEHICLE MAXIMUM RECALL A SOFT RECALL B MAX II (vehicle maximum recall II) C CONDITIONAL SERVICE D RECALL DURING MANUAL OPERATION E START UP PHASE WITH YELLOW F FIRST PHASE GREEN FOR ALL RED START UP PHASE TIMING BANK (1-3) -- all data are decimal numbers TIMING INTERVAL NAME 0 WALK 1 FLASHING DON'T WALK 2 MINIMUM GREEN 3 TYPE 3 CALL DETECTOR MAXIMUM LIMIT 4 VARIABLE INITIAL (added per vehicle actuation) 5 VEHICLE EXTENSION 6 MAXIMUM GAP 7 MINIMUM GAP 8 MAXIMUM LIMIT 9 MAXIMUM LIMIT II A ADVANCE/DELAYED WALK B MINIMUM PED CLEARANCE DURING PREEMPTION C CONDITIONAL SERVICE MINIMUM GREEN TIME D REDUCED EVERY E AMBER (yellow) F ALL RED LOCAL SCHEDULER A, B, or C are OFFSET (OS) for the timing plan 'DAY' is the day of the week with day 1 = Sunday and day 7 = Saturday. 'PLAN' is the coordination timing plan COORDINATION TIMING PLAN PLAN DATA 0 is the Cycle length in seconds 1 to 8 are the FORCE OFF time in the cycle for phase 1 to 8 respectively. 9 is the Ring Offset A,B & C are Offsets for this timing plan D is the Permissive Period E is HOLD RELEASE F is the Zone Offset TIMING PLAN FUNCTIONS FUNCTION NAME 0 Pedestrian clearance time compensation 5 Re-serviced time for non-sync phases 6 Re-serviced phases 8 Phase(s) running on pre-time (with both vehicle and pedestrian demands on recall) 9 Phase(s) running on maximum recall LOCAL T.O.D. FUNCTIONS FUNCTION NAME 0 PERMIT 1 RED LOCK (vehicle detector) 2 YELLOW LOCK (vehicle detector) 3 VEHICLE PHASE MINIMUM RECALL 4 PEDESTRIAN PHASE RECALL 6 REST IN WALK 7 RED REST 8 DOUBLE ENTRY 9 VEHICLE MAXIMUM RECALL A VEHICLE 'Soft' RECALL B VEHICLE MAXIMUM LIMIT II C CONDITIONAL SERVICE D LOCAL TOD LAG FREE E Bit1=LOCAL TOD OVERRIDE E Bit4=DISABLE DET (OFF MONITOR) E Bit7=COUNT DET RECORDING E Bit8=REAL TIME SPLIT MONITOR F TIME-OF-DAY OUTPUT Bits (1-8) FOR SPECIAL FUNCTIONS HOLIDAY EVENTS SCHEDULER Same as the Local Scheduler except that each event is programmed for the day and month of the year through the use of 'Type' in both tables. HOLIDAY T.O.D. FUNCTIONS Same as the Local Functions except that each event is programmed for the day and month of the year through the use of 'Type' in both tables. OTHER INPUTS C-A-1 Manual operation modes selection F-C-0 sets the time for the ALL RED START UP F-0-F sets the time for Red Revert F-0-8 sets Minimum green overwrite during preempt F-0-9 sets Maximum Preempt time E-E-E sets up the TIME BASE COORDINATION mode, daylight Saving Time, and Expanded Status Reporting. C-F-0 sets the LAG phases during FREE OPERATION E-E-4 sets the protected/permissive phases F-E-0 to F-E-B set the RR/EV pre-emption parameters E-E-1 to E-E-B set the phases for preemption E-F-5 to E-F-8 set the pedestrian phases E-F-F disables check for 4 sec. min. WALK and ignore protected/permissive during preemption {C-0-E = 126} E-1-8 to E-1-B set input files attributes and then E-6-A to E-6-B set input phases assignment {C-0-E = 125} E-D-0 switch pack redirection switch {C-0-E = 127} E-3-0 to E-7-1 output redirection {C-0-F = 2} F-F-6 sets advance WALK phases F-F-7 sets delayed WALK phases {C-0-E = 125} F-E-2 to F-E-8 set EVPE delay DETECTOR PARAMETERS D-1-0 to D-2-B set the vehicle detectors delay D-3-0 to D-2-B set the detection carryover time Legend: { } Inside the brackets it shows the CONTROL KEY [ ] Inside the brackets it shows Binary data ( ) Inside the brackets it shows the INPUT key sequence or additional information. "X" means from left to right. 9-EVENT or 7-EVENT are the INPUT key sequence. REMARKS: The Local and Holiday Functions, Local Scheduler Page 2, and Timing Banks 2 & 3 tables printed on the back of the Timing Sheet are omitted whenever they are not being used by the local traffic control program. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\Appendices\Appendices.3022.doc APPENDIX B EXISTING PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS Acadia Existing AM 1: SR 125 SB Ramps & Otay Lakes Rd 08/30/2019 Acadia 09/22/2016 Existing AM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1605 49 0 1113 131 0 0 0 265 0 72 Future Volume (veh/h) 0 1605 49 0 1113 131 0 0 0 265 0 72 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1689 52 0 1172 138 279 0 76 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %022022 202 Cap, veh/h 0 3591 1079 0 3591 1277 415 0 191 Arrive On Green 0.00 0.70 0.70 0.00 1.00 1.00 0.12 0.00 0.12 Sat Flow, veh/h 0 5274 1534 0 5274 1545 3456 0 1585 Grp Volume(v), veh/h 0 1689 52 0 1172 138 279 0 76 Grp Sat Flow(s),veh/h/ln 0 1702 1534 0 1702 1545 1728 0 1585 Q Serve(g_s), s 0.0 9.4 0.7 0.0 0.0 0.0 4.9 0.0 2.8 Cycle Q Clear(g_c), s 0.0 9.4 0.7 0.0 0.0 0.0 4.9 0.0 2.8 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3591 1079 0 3591 1277 415 0 191 V/C Ratio(X) 0.00 0.47 0.05 0.00 0.33 0.11 0.67 0.00 0.40 Avail Cap(c_a), veh/h 0 3591 1079 0 3591 1277 729 0 334 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.94 0.94 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 4.2 2.9 0.0 0.0 0.0 26.9 0.0 26.0 Incr Delay (d2), s/veh 0.0 0.4 0.1 0.0 0.2 0.2 2.1 0.0 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.1 0.2 0.0 0.1 0.1 2.1 0.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 4.7 3.0 0.0 0.2 0.2 29.0 0.0 27.5 LnGrp LOS AAAAAA CAC Approach Vol, veh/h 1741 1310 355 Approach Delay, s/veh 4.6 0.2 28.7 Approach LOS A A C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 50.8 13.2 50.8 Change Period (Y+Rc), s 5.8 5.5 5.8 Max Green Setting (Gmax), s 39.2 13.5 39.2 Max Q Clear Time (g_c+I1), s 11.4 6.9 2.0 Green Ext Time (p_c), s 22.7 0.8 21.1 Intersection Summary HCM 6th Ctrl Delay 5.4 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. Acadia Existing AM 2: Otay Lakes Rd & SR 125 NB Ramps 08/30/2019 Acadia 09/22/2016 Existing AM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1724 146 0 1220 506 24 0 128 0 0 0 Future Volume (veh/h) 0 1724 146 0 1220 506 24 0 128 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1815 154 0 1284 533 25 0 135 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 22022202 Cap, veh/h 0 3813 1268 0 3813 1146 137 0 214 Arrive On Green 0.00 0.75 0.75 0.00 1.00 1.00 0.08 0.00 0.08 Sat Flow, veh/h 0 5274 1535 0 5274 1535 1781 0 2790 Grp Volume(v), veh/h 0 1815 154 0 1284 533 25 0 135 Grp Sat Flow(s),veh/h/ln 0 1702 1535 0 1702 1535 1781 0 1395 Q Serve(g_s), s 0.0 8.9 1.3 0.0 0.0 0.0 0.8 0.0 3.0 Cycle Q Clear(g_c), s 0.0 8.9 1.3 0.0 0.0 0.0 0.8 0.0 3.0 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3813 1268 0 3813 1146 137 0 214 V/C Ratio(X) 0.00 0.48 0.12 0.00 0.34 0.46 0.18 0.00 0.63 Avail Cap(c_a), veh/h 0 3813 1268 0 3813 1146 264 0 414 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.86 0.86 0.00 0.71 0.71 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 3.2 1.1 0.0 0.0 0.0 27.7 0.0 28.7 Incr Delay (d2), s/veh 0.0 0.4 0.2 0.0 0.2 1.0 0.7 0.0 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 1.7 0.3 0.0 0.1 0.3 0.4 0.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 3.6 1.3 0.0 0.2 1.0 28.4 0.0 32.0 LnGrp LOS A AAAAACAC Approach Vol, veh/h 1969 1817 160 Approach Delay, s/veh 3.4 0.4 31.4 Approach LOS A A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 53.6 53.6 10.4 Change Period (Y+Rc), s 5.8 5.8 5.5 Max Green Setting (Gmax), s 43.2 43.2 9.5 Max Q Clear Time (g_c+I1), s 10.9 2.0 5.0 Green Ext Time (p_c), s 27.5 29.9 0.2 Intersection Summary HCM 6th Ctrl Delay 3.1 HCM 6th LOS A Acadia Existing AM 3: Otay Lakes Rd & Eastlake Pkwy 08/30/2019 Acadia 09/22/2016 Existing AM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 459 815 279 224 813 75 537 364 164 42 198 225 Future Volume (veh/h) 459 815 279 224 813 75 537 364 164 42 198 225 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.97 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 483 858 294 236 856 79 565 383 173 44 208 237 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 513 1991 1027 290 1544 142 594 1201 654 98 690 531 Arrive On Green 0.30 0.78 0.78 0.08 0.33 0.33 0.17 0.34 0.34 0.03 0.19 0.19 Sat Flow, veh/h 3456 5106 2634 3456 4745 436 3456 3554 1542 3456 3554 1524 Grp Volume(v), veh/h 483 858 294 236 613 322 565 383 173 44 208 237 Grp Sat Flow(s),veh/h/ln1728 1702 1317 1728 1702 1777 1728 1777 1542 1728 1777 1524 Q Serve(g_s), s 17.5 7.1 4.1 8.6 19.0 19.1 20.7 10.2 9.4 1.6 6.4 15.5 Cycle Q Clear(g_c), s 17.5 7.1 4.1 8.6 19.0 19.1 20.7 10.2 9.4 1.6 6.4 15.5 Prop In Lane 1.00 1.00 1.00 0.25 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 513 1991 1027 290 1107 578 594 1201 654 98 690 531 V/C Ratio(X) 0.94 0.43 0.29 0.81 0.55 0.56 0.95 0.32 0.26 0.45 0.30 0.45 Avail Cap(c_a), veh/h 513 1991 1027 378 1107 578 594 1471 771 135 999 664 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.86 0.86 0.86 0.81 0.81 0.81 1.00 1.00 1.00 0.94 0.94 0.94 Uniform Delay (d), s/veh44.5 9.4 9.0 57.6 35.5 35.6 52.5 31.5 24.1 61.2 44.1 32.7 Incr Delay (d2), s/veh 23.1 0.6 0.6 6.3 1.6 3.1 25.4 0.2 0.3 3.7 0.3 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/ln8.1 2.2 1.1 4.0 8.1 8.8 11.1 4.5 3.5 0.8 2.9 5.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 67.6 10.0 9.7 64.0 37.1 38.7 77.9 31.6 24.4 64.9 44.4 33.4 LnGrp LOS E A A E D D E C C E D C Approach Vol, veh/h 1635 1171 1121 489 Approach Delay, s/veh 26.9 43.0 53.8 40.9 Approach LOS CDDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s14.7 56.9 26.0 30.4 23.0 48.6 7.6 48.7 Change Period (Y+Rc), s 4.0 * 7 4.0 5.5 4.0 * 7 4.0 5.5 Max Green Setting (Gmax), s14.0 * 36 22.0 36.0 19.0 * 31 5.0 53.0 Max Q Clear Time (g_c+I1), s10.6 9.1 22.7 17.5 19.5 21.1 3.6 12.2 Green Ext Time (p_c), s 0.2 11.4 0.0 2.5 0.0 5.2 0.0 4.2 Intersection Summary HCM 6th Ctrl Delay 39.6 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Existing AM 4: Otay Lakes Rd & Lane Ave 08/30/2019 Acadia 09/22/2016 Existing AM Synchro 10 Report Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 510 511 854 94 59 258 Future Volume (veh/h) 510 511 854 94 59 258 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 543 544 909 100 63 274 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222 Cap, veh/h 680 3239 1694 185 242 431 Arrive On Green 0.20 0.63 0.36 0.36 0.14 0.14 Sat Flow, veh/h 3456 5274 4815 509 1781 3170 Grp Volume(v), veh/h 543 544 665 344 63 274 Grp Sat Flow(s),veh/h/ln1728 1702 1702 1751 1781 1585 Q Serve(g_s), s 7.2 2.1 7.4 7.4 1.5 3.9 Cycle Q Clear(g_c), s 7.2 2.1 7.4 7.4 1.5 3.9 Prop In Lane 1.00 0.29 1.00 1.00 Lane Grp Cap(c), veh/h 680 3239 1241 638 242 431 V/C Ratio(X) 0.80 0.17 0.54 0.54 0.26 0.64 Avail Cap(c_a), veh/h 902 3839 1422 731 1042 1854 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh18.3 3.6 12.0 12.0 18.5 19.6 Incr Delay (d2), s/veh 2.7 0.1 1.3 2.6 0.2 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.8 0.4 2.5 2.8 0.6 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.1 3.7 13.3 14.6 18.7 20.1 LnGrp LOS C ABBBC Approach Vol, veh/h 1087 1009 337 Approach Delay, s/veh 12.4 13.8 19.9 Approach LOS B B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 36.4 11.5 12.9 23.5 Change Period (Y+Rc), s * 6 5.0 3.5 * 6 Max Green Setting (Gmax), s * 36 28.0 12.5 * 20 Max Q Clear Time (g_c+I1), s 4.1 5.9 9.2 9.4 Green Ext Time (p_c), s 9.5 0.7 0.3 7.8 Intersection Summary HCM 6th Ctrl Delay 14.0 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. Acadia Existing AM 5: Otay Lakes Rd & Fenton St 08/30/2019 Acadia 09/22/2016 Existing AM Synchro 10 Report Page 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 138 432 908 186 53 40 Future Volume (veh/h) 138 432 908 186 53 40 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 148 465 976 200 57 43 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222 Cap, veh/h 229 3395 1844 377 104 92 Arrive On Green 0.13 0.66 0.44 0.44 0.06 0.06 Sat Flow, veh/h 1781 5274 4385 861 1781 1585 Grp Volume(v), veh/h 148 465 787 389 57 43 Grp Sat Flow(s),veh/h/ln1781 1702 1702 1673 1781 1585 Q Serve(g_s), s 3.2 1.4 6.9 6.9 1.3 1.1 Cycle Q Clear(g_c), s 3.2 1.4 6.9 6.9 1.3 1.1 Prop In Lane 1.00 0.51 1.00 1.00 Lane Grp Cap(c), veh/h 229 3395 1489 732 104 92 V/C Ratio(X) 0.65 0.14 0.53 0.53 0.55 0.47 Avail Cap(c_a), veh/h 352 4138 1750 860 1364 1214 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh16.7 2.5 8.3 8.3 18.5 18.4 Incr Delay (d2), s/veh 1.1 0.0 0.6 1.3 4.1 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.2 0.2 1.9 2.0 0.6 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.9 2.5 9.0 9.6 22.6 21.7 LnGrp LOS B A A A C C Approach Vol, veh/h 613 1176 100 Approach Delay, s/veh 6.2 9.2 22.2 Approach LOS A A C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 33.1 7.4 9.2 23.9 Change Period (Y+Rc), s 6.2 5.0 4.0 6.2 Max Green Setting (Gmax), s 32.8 31.0 8.0 20.8 Max Q Clear Time (g_c+I1), s 3.4 3.3 5.2 8.9 Green Ext Time (p_c), s 6.2 0.2 0.0 8.7 Intersection Summary HCM 6th Ctrl Delay 8.9 HCM 6th LOS A Acadia Existing AM 6: Otay Lakes Rd & Hunte Pkwy 08/30/2019 Acadia 09/22/2016 Existing AM Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 175 142 168 172 458 60 385 551 75 25 370 251 Future Volume (veh/h) 175 142 168 172 458 60 385 551 75 25 370 251 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 201 163 193 198 526 69 443 633 86 29 425 289 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 290 662 308 287 989 307 540 1409 628 64 919 410 Arrive On Green 0.08 0.19 0.19 0.08 0.19 0.19 0.16 0.40 0.40 0.02 0.26 0.26 Sat Flow, veh/h 3456 3404 1585 3456 5106 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 201 163 193 198 526 69 443 633 86 29 425 289 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 3.9 2.8 7.6 3.8 6.3 2.5 8.5 8.9 2.4 0.6 6.9 11.3 Cycle Q Clear(g_c), s 3.9 2.8 7.6 3.8 6.3 2.5 8.5 8.9 2.4 0.6 6.9 11.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 290 662 308 287 989 307 540 1409 628 64 919 410 V/C Ratio(X) 0.69 0.25 0.63 0.69 0.53 0.22 0.82 0.45 0.14 0.45 0.46 0.70 Avail Cap(c_a), veh/h 304 1445 673 304 2168 673 658 2133 951 152 1613 719 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh30.4 23.3 25.2 30.5 24.8 23.2 27.9 15.1 13.2 33.2 21.3 23.0 Incr Delay (d2), s/veh 5.1 0.3 2.8 4.8 0.6 0.5 5.7 0.3 0.1 1.8 0.4 2.7 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/ln1.8 1.1 3.0 1.7 2.5 0.9 3.8 3.4 0.8 0.2 2.8 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.5 23.5 28.0 35.3 25.4 23.7 33.6 15.4 13.3 35.0 21.8 25.6 LnGrp LOS D CCDCCCBBDCC Approach Vol, veh/h 557 793 1162 743 Approach Delay, s/veh 29.4 27.7 22.2 23.8 Approach LOS CCCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s9.7 20.3 14.7 23.7 9.7 20.2 5.3 33.1 Change Period (Y+Rc), s 4.0 * 7 4.0 * 6 4.0 * 7 4.0 * 6 Max Green Setting (Gmax), s6.0 * 29 13.0 * 31 6.0 * 29 3.0 * 41 Max Q Clear Time (g_c+I1), s5.8 9.6 10.5 13.3 5.9 8.3 2.6 10.9 Green Ext Time (p_c), s 0.0 2.8 0.2 4.4 0.0 4.9 0.0 6.2 Intersection Summary HCM 6th Ctrl Delay 25.1 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Existing AM 7: Eastlake Pkwy & Fenton St 08/30/2019 Acadia 09/22/2016 Existing AM Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 64 118 49 191 103 47 112 423 229 89 270 97 Future Volume (veh/h) 64 118 49 191 103 47 112 423 229 89 270 97 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 68 126 52 203 110 50 119 450 244 95 287 103 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 108 201 255 567 197 89 202 617 332 122 741 259 Arrive On Green 0.17 0.17 0.17 0.16 0.16 0.16 0.06 0.28 0.28 0.07 0.29 0.29 Sat Flow, veh/h 644 1194 1518 3456 1199 545 3456 2205 1185 1781 2559 895 Grp Volume(v), veh/h 194 0 52 203 0 160 119 362 332 95 197 193 Grp Sat Flow(s),veh/h/ln1838 0 1518 1728 0 1743 1728 1777 1613 1781 1777 1677 Q Serve(g_s), s 5.7 0.0 1.7 3.0 0.0 4.9 1.9 10.6 10.8 3.0 5.1 5.3 Cycle Q Clear(g_c), s 5.7 0.0 1.7 3.0 0.0 4.9 1.9 10.6 10.8 3.0 5.1 5.3 Prop In Lane 0.35 1.00 1.00 0.31 1.00 0.73 1.00 0.53 Lane Grp Cap(c), veh/h 309 0 255 567 0 286 202 497 452 122 515 486 V/C Ratio(X) 0.63 0.00 0.20 0.36 0.00 0.56 0.59 0.73 0.74 0.78 0.38 0.40 Avail Cap(c_a), veh/h 731 0 604 1375 0 693 418 584 530 200 568 537 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh22.4 0.0 20.7 21.5 0.0 22.2 26.5 18.8 18.9 26.5 16.4 16.5 Incr Delay (d2), s/veh 2.1 0.0 0.4 0.4 0.0 1.7 1.0 4.4 5.1 4.1 0.7 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.5 0.0 0.6 1.2 0.0 2.0 0.8 4.6 4.3 1.3 2.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.5 0.0 21.1 21.9 0.0 24.0 27.6 23.2 24.0 30.6 17.1 17.2 LnGrp LOS C A C C A CCCCCBB Approach Vol, veh/h 246 363 813 485 Approach Delay, s/veh 23.8 22.8 24.2 19.8 Approach LOS C C C B Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 14.7 6.9 21.7 14.5 7.4 21.2 Change Period (Y+Rc), s 5.0 3.5 5.0 5.0 3.5 5.0 Max Green Setting (Gmax), s 23.0 7.0 18.5 23.0 6.5 19.0 Max Q Clear Time (g_c+I1), s 7.7 3.9 7.3 6.9 5.0 12.8 Green Ext Time (p_c), s 1.1 0.0 2.3 1.5 0.0 2.9 Intersection Summary HCM 6th Ctrl Delay 22.7 HCM 6th LOS C Acadia Existing AM 8: Lane Ave & Fenton St 08/30/2019 Acadia 09/22/2016 Existing AM Synchro 10 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 136 33 61 94 68 46 211 231 141 243 119 Future Volume (veh/h) 72 136 33 61 94 68 46 211 231 141 243 119 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.95 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 83 156 38 70 108 78 53 243 266 162 279 137 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 104 321 318 87 303 429 64 511 433 206 850 404 Arrive On Green 0.06 0.17 0.17 0.05 0.16 0.16 0.04 0.29 0.29 0.12 0.37 0.37 Sat Flow, veh/h 1781 1870 1519 1781 1870 1516 1781 1777 1506 1781 2314 1101 Grp Volume(v), veh/h 83 156 38 70 108 78 53 243 266 162 212 204 Grp Sat Flow(s),veh/h/ln1781 1870 1519 1781 1870 1516 1781 1777 1506 1781 1777 1638 Q Serve(g_s), s 2.1 3.4 0.9 1.8 2.3 1.8 1.3 5.1 6.9 4.0 3.9 4.1 Cycle Q Clear(g_c), s 2.1 3.4 0.9 1.8 2.3 1.8 1.3 5.1 6.9 4.0 3.9 4.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 Lane Grp Cap(c), veh/h 104 321 318 87 303 429 64 511 433 206 653 602 V/C Ratio(X) 0.80 0.49 0.12 0.81 0.36 0.18 0.83 0.48 0.61 0.79 0.32 0.34 Avail Cap(c_a), veh/h 162 882 773 150 869 888 248 826 700 272 849 783 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh21.0 16.9 14.5 21.3 16.8 12.4 21.6 13.3 13.9 19.4 10.3 10.3 Incr Delay (d2), s/veh 6.7 0.6 0.1 6.5 0.4 0.1 9.7 0.8 1.7 7.7 0.3 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.0 1.3 0.3 0.8 0.9 0.5 0.7 1.8 2.2 1.9 1.3 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.7 17.5 14.6 27.8 17.2 12.5 31.3 14.1 15.6 27.1 10.6 10.7 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 277 256 562 578 Approach Delay, s/veh 20.2 18.7 16.4 15.3 Approach LOS C B B B Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.7 12.8 5.1 21.6 6.1 12.3 8.7 18.0 Change Period (Y+Rc), s 3.5 5.0 3.5 5.0 3.5 5.0 3.5 5.0 Max Green Setting (Gmax), s3.8 21.3 6.3 21.6 4.1 21.0 6.9 21.0 Max Q Clear Time (g_c+I1), s3.8 5.4 3.3 6.1 4.1 4.3 6.0 8.9 Green Ext Time (p_c), s 0.0 0.6 0.0 2.6 0.0 0.5 0.0 3.0 Intersection Summary HCM 6th Ctrl Delay 17.0 HCM 6th LOS B Acadia Existing AM 9: Fenton St & Showroom Pl 08/30/2019 Acadia 09/22/2016 Existing AM Synchro 10 Report Page 9 Intersection Intersection Delay, s/veh10.1 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 41 51 19 46 190 88 3 0 11 31 0 26 Future Vol, veh/h 41 51 19 46 190 88 3 0 11 31 0 26 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 Heavy Vehicles, % 2 22222222222 Mvmt Flow 58 72 27 65 268 124 4 0 15 44 0 37 Number of Lanes 1 10011010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 8.7 10.9 8.2 8.9 HCM LOS A B A A Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, % 21% 100% 0% 19% 0% 54% Vol Thru, % 0% 0% 73% 81% 0% 0% Vol Right, % 79% 0% 27% 0% 100% 46% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 14 41 70 236 88 57 LT Vol 3 41 0 46 0 31 Through Vol 0 0 51 190 0 0 RT Vol 11 0 19 0 88 26 Lane Flow Rate 20 58 99 332 124 80 Geometry Grp 277772 Degree of Util (X) 0.027 0.091 0.137 0.464 0.146 0.115 Departure Headway (Hd) 4.977 5.691 4.996 5.03 4.229 5.141 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 716 629 717 715 847 696 Service Time 3.027 3.431 2.736 2.761 1.96 3.179 HCM Lane V/C Ratio 0.028 0.092 0.138 0.464 0.146 0.115 HCM Control Delay 8.2 9 8.5 12.1 7.7 8.9 HCM Lane LOS AAABAA HCM 95th-tile Q 0.1 0.3 0.5 2.5 0.5 0.4 Acadia Existing AM 10: Fenton St & Harold Pl 08/30/2019 Acadia 09/22/2016 Existing AM Synchro 10 Report Page 10 Intersection Int Delay, s/veh 3.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 166 114 116 32 105 41 7 0 1 14 0 38 Future Vol, veh/h 166 114 116 32 105 41 7 0 1 14 0 38 Conflicting Peds, #/hr 0 0 10 0 0 10 0 0 10 0 0 10 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 ----------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 187 128 130 36 118 46 8 0 1 16 0 43 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 174 0 0 268 0 0 822 823 213 801 865 161 Stage 1 ------577577-223223- Stage 2 ------245246-578642- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1403 - - 1296 - - 293 309 827 303 292 884 Stage 1 ------502502-780719- Stage 2 ------759703-501469- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1390 - - 1284 - - 239 254 811 260 240 867 Mov Cap-2 Maneuver ------239254-260240- Stage 1 ------430430-668690- Stage 2 ------693674-429401- Approach EB WB NB SB HCM Control Delay, s 3.3 1.4 19.2 12.6 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 262 1390 - - 1284 - - 532 HCM Lane V/C Ratio 0.034 0.134 - - 0.028 - - 0.11 HCM Control Delay (s) 19.2 8 - - 7.9 0 - 12.6 HCM Lane LOS C A - - A A - B HCM 95th %tile Q(veh) 0.1 0.5 - - 0.1 - - 0.4 Acadia Existing PM 1: SR 125 SB Ramps & Otay Lakes Rd 08/30/2019 Acadia 09/22/2016 Existing PM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1858 24 0 1802 102 0 0 0 506 0 102 Future Volume (veh/h) 0 1858 24 0 1802 102 0 0 0 506 0 102 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1915 25 0 1858 105 522 0 105 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %022022 202 Cap, veh/h 0 3217 965 0 3217 1272 669 0 307 Arrive On Green 0.00 0.63 0.63 0.00 0.21 0.21 0.19 0.00 0.19 Sat Flow, veh/h 0 5274 1532 0 5274 1532 3456 0 1585 Grp Volume(v), veh/h 0 1915 25 0 1858 105 522 0 105 Grp Sat Flow(s),veh/h/ln 0 1702 1532 0 1702 1532 1728 0 1585 Q Serve(g_s), s 0.0 14.2 0.4 0.0 21.0 1.7 9.2 0.0 3.7 Cycle Q Clear(g_c), s 0.0 14.2 0.4 0.0 21.0 1.7 9.2 0.0 3.7 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3217 965 0 3217 1272 669 0 307 V/C Ratio(X) 0.00 0.60 0.03 0.00 0.58 0.08 0.78 0.00 0.34 Avail Cap(c_a), veh/h 0 3217 965 0 3217 1272 859 0 394 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.82 0.82 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 7.0 4.5 0.0 17.7 2.5 24.5 0.0 22.3 Incr Delay (d2), s/veh 0.0 0.8 0.0 0.0 0.6 0.1 3.7 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 %ile BackOfQ(50%),veh/ln 0.0 4.0 0.1 0.0 9.4 1.0 3.9 0.0 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 7.8 4.5 0.0 18.3 2.6 28.2 0.0 23.0 LnGrp LOS AAAABA CAC Approach Vol, veh/h 1940 1963 627 Approach Delay, s/veh 7.8 17.5 27.3 Approach LOS A B C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 46.1 17.9 46.1 Change Period (Y+Rc), s 5.8 5.5 5.8 Max Green Setting (Gmax), s 36.8 15.9 36.8 Max Q Clear Time (g_c+I1), s 16.2 11.2 23.0 Green Ext Time (p_c), s 18.5 1.2 12.8 Intersection Summary HCM 6th Ctrl Delay 14.7 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. Acadia Existing PM 2: Otay Lakes Rd & SR 125 NB Ramps 08/30/2019 Acadia 09/22/2016 Existing PM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 2263 101 0 1873 356 31 0 164 0 0 0 Future Volume (veh/h) 0 2263 101 0 1873 356 31 0 164 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 2407 107 0 1993 379 33 0 174 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 22022202 Cap, veh/h 0 3733 1268 0 3733 1122 164 0 257 Arrive On Green 0.00 1.00 1.00 0.00 1.00 1.00 0.09 0.00 0.09 Sat Flow, veh/h 0 5274 1535 0 5274 1535 1781 0 2790 Grp Volume(v), veh/h 0 2407 107 0 1993 379 33 0 174 Grp Sat Flow(s),veh/h/ln 0 1702 1535 0 1702 1535 1781 0 1395 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.0 3.9 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.0 3.9 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3733 1268 0 3733 1122 164 0 257 V/C Ratio(X) 0.00 0.64 0.08 0.00 0.53 0.34 0.20 0.00 0.68 Avail Cap(c_a), veh/h 0 3733 1268 0 3733 1122 237 0 371 HCM Platoon Ratio 1.00 2.00 2.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.73 0.73 0.00 0.59 0.59 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 26.9 0.0 28.1 Incr Delay (d2), s/veh 0.0 0.6 0.1 0.0 0.3 0.5 0.6 0.0 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.2 0.0 0.0 0.1 0.2 0.5 0.0 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.6 0.1 0.0 0.3 0.5 27.5 0.0 31.5 LnGrp LOS A AAAAACAC Approach Vol, veh/h 2514 2372 207 Approach Delay, s/veh 0.6 0.4 30.8 Approach LOS A A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 52.6 52.6 11.4 Change Period (Y+Rc), s 5.8 5.8 5.5 Max Green Setting (Gmax), s 44.2 44.2 8.5 Max Q Clear Time (g_c+I1), s 2.0 2.0 5.9 Green Ext Time (p_c), s 39.8 38.0 0.2 Intersection Summary HCM 6th Ctrl Delay 1.7 HCM 6th LOS A Acadia Existing PM 3: Otay Lakes Rd & Eastlake Pkwy 08/30/2019 Acadia 09/22/2016 Existing PM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 460 848 680 353 850 70 452 444 222 140 644 515 Future Volume (veh/h) 460 848 680 353 850 70 452 444 222 140 644 515 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 474 874 701 364 876 72 466 458 229 144 664 531 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 521 1466 761 419 1236 101 519 1328 770 199 999 671 Arrive On Green 0.25 0.48 0.48 0.12 0.26 0.26 0.15 0.37 0.37 0.06 0.28 0.28 Sat Flow, veh/h 3456 5106 2651 3456 4796 393 3456 3554 1544 3456 3554 1537 Grp Volume(v), veh/h 474 874 701 364 621 327 466 458 229 144 664 531 Grp Sat Flow(s),veh/h/ln1728 1702 1325 1728 1702 1784 1728 1777 1544 1728 1777 1537 Q Serve(g_s), s 17.0 16.0 31.6 13.2 21.2 21.3 17.0 11.9 11.3 5.2 21.1 36.0 Cycle Q Clear(g_c), s 17.0 16.0 31.6 13.2 21.2 21.3 17.0 11.9 11.3 5.2 21.1 36.0 Prop In Lane 1.00 1.00 1.00 0.22 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 521 1466 761 419 877 460 519 1328 770 199 999 671 V/C Ratio(X) 0.91 0.60 0.92 0.87 0.71 0.71 0.90 0.34 0.30 0.72 0.66 0.79 Avail Cap(c_a), veh/h 567 1466 761 513 877 460 540 1328 770 270 999 671 HCM Platoon Ratio 1.67 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.70 0.70 0.70 0.86 0.86 0.86 1.00 1.00 1.00 0.55 0.55 0.55 Uniform Delay (d), s/veh47.0 27.9 32.0 55.2 43.1 43.2 53.4 28.8 19.2 59.3 40.7 31.5 Incr Delay (d2), s/veh 12.9 1.3 13.9 9.7 4.1 7.8 17.6 0.2 0.3 3.9 1.0 3.7 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/ln7.6 5.8 10.1 6.3 9.4 10.4 8.6 5.1 4.1 2.4 9.4 14.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 60.0 29.2 45.9 64.9 47.3 51.0 71.1 29.0 19.4 63.2 41.6 35.3 LnGrp LOS E C D E D D E C B E D D Approach Vol, veh/h 2049 1312 1153 1339 Approach Delay, s/veh 42.0 53.1 44.1 41.4 Approach LOS DDDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s19.5 43.7 23.2 41.5 23.3 40.0 11.4 53.3 Change Period (Y+Rc), s 4.0 * 7 4.0 5.5 4.0 * 7 4.0 5.5 Max Green Setting (Gmax), s19.0 * 33 20.0 36.0 21.0 * 31 10.0 46.0 Max Q Clear Time (g_c+I1), s15.2 33.6 19.0 38.0 19.0 23.3 7.2 13.9 Green Ext Time (p_c), s 0.3 0.0 0.3 0.0 0.3 4.2 0.1 5.2 Intersection Summary HCM 6th Ctrl Delay 44.8 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Existing PM 4: Otay Lakes Rd & Lane Ave 08/30/2019 Acadia 09/22/2016 Existing PM Synchro 10 Report Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 410 800 639 80 108 524 Future Volume (veh/h) 410 800 639 80 108 524 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 441 860 687 86 116 563 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222 Cap, veh/h 528 2760 1447 179 419 746 Arrive On Green 0.15 0.54 0.32 0.32 0.24 0.24 Sat Flow, veh/h 3456 5274 4742 566 1781 3170 Grp Volume(v), veh/h 441 860 509 264 116 563 Grp Sat Flow(s),veh/h/ln1728 1702 1702 1736 1781 1585 Q Serve(g_s), s 6.1 4.6 5.9 6.0 2.6 8.1 Cycle Q Clear(g_c), s 6.1 4.6 5.9 6.0 2.6 8.1 Prop In Lane 1.00 0.33 1.00 1.00 Lane Grp Cap(c), veh/h 528 2760 1077 549 419 746 V/C Ratio(X) 0.83 0.31 0.47 0.48 0.28 0.76 Avail Cap(c_a), veh/h 528 3227 1388 708 1017 1810 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh20.2 6.2 13.5 13.5 15.3 17.4 Incr Delay (d2), s/veh 10.5 0.2 1.2 2.4 0.1 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.0 1.2 2.1 2.4 0.9 6.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.7 6.5 14.7 15.9 15.5 18.0 LnGrp LOS C ABBBB Approach Vol, veh/h 1301 773 679 Approach Delay, s/veh 14.7 15.1 17.6 Approach LOS B B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 32.5 16.5 11.0 21.5 Change Period (Y+Rc), s * 6 5.0 3.5 * 6 Max Green Setting (Gmax), s * 31 28.0 7.5 * 20 Max Q Clear Time (g_c+I1), s 6.6 10.1 8.1 8.0 Green Ext Time (p_c), s 13.3 1.4 0.0 7.2 Intersection Summary HCM 6th Ctrl Delay 15.5 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. Acadia Existing PM 5: Otay Lakes Rd & Fenton St 08/30/2019 Acadia 09/22/2016 Existing PM Synchro 10 Report Page 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 151 757 533 149 198 186 Future Volume (veh/h) 151 757 533 149 198 186 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 172 860 606 169 225 211 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222 Cap, veh/h 245 2834 1297 352 347 309 Arrive On Green 0.14 0.56 0.33 0.33 0.19 0.19 Sat Flow, veh/h 1781 5274 4116 1073 1781 1585 Grp Volume(v), veh/h 172 860 520 255 225 211 Grp Sat Flow(s),veh/h/ln1781 1702 1702 1616 1781 1585 Q Serve(g_s), s 4.1 4.0 5.4 5.6 5.2 5.5 Cycle Q Clear(g_c), s 4.1 4.0 5.4 5.6 5.2 5.5 Prop In Lane 1.00 0.66 1.00 1.00 Lane Grp Cap(c), veh/h 245 2834 1118 531 347 309 V/C Ratio(X) 0.70 0.30 0.47 0.48 0.65 0.68 Avail Cap(c_a), veh/h 318 3741 1581 751 1233 1098 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh18.4 5.3 11.9 12.0 16.6 16.7 Incr Delay (d2), s/veh 2.6 0.1 0.6 1.4 1.9 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.7 0.9 1.8 1.9 2.0 4.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.1 5.5 12.6 13.4 18.5 19.2 LnGrp LOS C ABBBB Approach Vol, veh/h 1032 775 436 Approach Delay, s/veh 8.1 12.8 18.8 Approach LOS A B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 31.1 13.7 10.1 20.9 Change Period (Y+Rc), s 6.2 5.0 4.0 6.2 Max Green Setting (Gmax), s 32.8 31.0 8.0 20.8 Max Q Clear Time (g_c+I1), s 6.0 7.5 6.1 7.6 Green Ext Time (p_c), s 11.7 1.2 0.0 6.7 Intersection Summary HCM 6th Ctrl Delay 11.8 HCM 6th LOS B Acadia Existing PM 6: Otay Lakes Rd & Hunte Pkwy 08/30/2019 Acadia 09/22/2016 Existing PM Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 170 386 399 64 281 14 276 193 39 53 187 125 Future Volume (veh/h) 170 386 399 64 281 14 276 193 39 53 187 125 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 177 402 416 67 293 15 288 201 41 55 195 130 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 236 1218 567 122 1658 515 355 772 344 105 515 230 Arrive On Green 0.07 0.36 0.36 0.04 0.32 0.32 0.10 0.22 0.22 0.03 0.15 0.15 Sat Flow, veh/h 3456 3404 1585 3456 5106 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 177 402 416 67 293 15 288 201 41 55 195 130 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 2.9 5.0 13.4 1.1 2.4 0.4 4.8 2.7 1.2 0.9 2.9 4.5 Cycle Q Clear(g_c), s 2.9 5.0 13.4 1.1 2.4 0.4 4.8 2.7 1.2 0.9 2.9 4.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 236 1218 567 122 1658 515 355 772 344 105 515 230 V/C Ratio(X) 0.75 0.33 0.73 0.55 0.18 0.03 0.81 0.26 0.12 0.53 0.38 0.57 Avail Cap(c_a), veh/h 236 1630 759 236 2445 759 355 2006 895 236 1884 840 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh26.7 13.7 16.3 27.7 14.1 13.5 25.7 19.0 18.4 27.9 22.6 23.3 Incr Delay (d2), s/veh 11.1 0.2 3.0 1.4 0.1 0.0 12.5 0.2 0.2 1.5 0.6 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.5 1.8 4.7 0.5 0.8 0.1 2.5 1.1 0.4 0.4 1.2 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.8 13.9 19.4 29.2 14.2 13.5 38.2 19.2 18.6 29.4 23.2 25.9 LnGrp LOS D B B C B B D B B C C C Approach Vol, veh/h 995 375 530 380 Approach Delay, s/veh 20.4 16.8 29.5 25.0 Approach LOS C B C C Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.1 27.9 10.0 14.5 8.0 26.0 5.8 18.7 Change Period (Y+Rc), s 4.0 * 7 4.0 * 6 4.0 * 7 4.0 * 6 Max Green Setting (Gmax), s4.0 * 28 6.0 * 31 4.0 * 28 4.0 * 33 Max Q Clear Time (g_c+I1), s3.1 15.4 6.8 6.5 4.9 4.4 2.9 4.7 Green Ext Time (p_c), s 0.0 5.6 0.0 2.0 0.0 2.6 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 22.7 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Existing PM 7: Eastlake Pkwy & Fenton St 08/30/2019 Acadia 09/22/2016 Existing PM Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 154 194 83 388 160 88 171 532 189 106 699 159 Future Volume (veh/h) 154 194 83 388 160 88 171 532 189 106 699 159 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 162 204 87 408 168 93 180 560 199 112 736 167 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 188 237 369 655 215 119 253 729 258 141 833 189 Arrive On Green 0.23 0.23 0.23 0.19 0.19 0.19 0.07 0.28 0.28 0.08 0.29 0.29 Sat Flow, veh/h 810 1020 1585 3456 1131 626 3456 2572 911 1781 2877 653 Grp Volume(v), veh/h 366 0 87 408 0 261 180 386 373 112 454 449 Grp Sat Flow(s),veh/h/ln1830 0 1585 1728 0 1758 1728 1777 1706 1781 1777 1753 Q Serve(g_s), s 16.5 0.0 3.8 9.3 0.0 12.2 4.4 17.1 17.2 5.3 21.0 21.0 Cycle Q Clear(g_c), s 16.5 0.0 3.8 9.3 0.0 12.2 4.4 17.1 17.2 5.3 21.0 21.0 Prop In Lane 0.44 1.00 1.00 0.36 1.00 0.53 1.00 0.37 Lane Grp Cap(c), veh/h 426 0 369 655 0 333 253 504 484 141 515 508 V/C Ratio(X) 0.86 0.00 0.24 0.62 0.00 0.78 0.71 0.77 0.77 0.79 0.88 0.88 Avail Cap(c_a), veh/h 553 0 479 923 0 470 261 504 484 176 537 529 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh31.7 0.0 26.8 32.0 0.0 33.2 39.0 28.2 28.3 38.9 29.2 29.2 Incr Delay (d2), s/veh 10.4 0.0 0.3 1.0 0.0 5.6 7.2 7.4 7.9 14.1 16.0 16.2 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/ln8.3 0.0 1.5 3.9 0.0 5.6 2.1 8.1 7.9 2.8 10.9 10.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.1 0.0 27.1 33.0 0.0 38.8 46.2 35.7 36.2 53.0 45.2 45.4 LnGrp LOS D A C C A DDDDDDD Approach Vol, veh/h 453 669 939 1015 Approach Delay, s/veh 39.2 35.3 37.9 46.2 Approach LOS DDDD Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 25.0 9.8 29.9 21.3 10.3 29.4 Change Period (Y+Rc), s 5.0 3.5 5.0 5.0 3.5 5.0 Max Green Setting (Gmax), s 26.0 6.5 26.0 23.0 8.5 24.0 Max Q Clear Time (g_c+I1), s 18.5 6.4 23.0 14.2 7.3 19.2 Green Ext Time (p_c), s 1.5 0.0 1.9 2.2 0.0 2.5 Intersection Summary HCM 6th Ctrl Delay 40.2 HCM 6th LOS D Acadia Existing PM 8: Lane Ave & Fenton St 08/30/2019 Acadia 09/22/2016 Existing PM Synchro 10 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 167 160 60 194 228 185 51 293 147 121 296 156 Future Volume (veh/h) 167 160 60 194 228 185 51 293 147 121 296 156 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.95 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 190 182 68 220 259 210 58 333 167 138 336 177 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 237 367 363 270 402 484 72 555 271 176 680 350 Arrive On Green 0.13 0.20 0.20 0.15 0.21 0.21 0.04 0.24 0.24 0.10 0.30 0.30 Sat Flow, veh/h 1781 1870 1525 1781 1870 1528 1781 2267 1106 1781 2244 1155 Grp Volume(v), veh/h 190 182 68 220 259 210 58 259 241 138 264 249 Grp Sat Flow(s),veh/h/ln1781 1870 1525 1781 1870 1528 1781 1777 1596 1781 1777 1622 Q Serve(g_s), s 5.7 4.8 2.0 6.6 6.9 6.0 1.8 7.1 7.4 4.2 6.7 6.9 Cycle Q Clear(g_c), s 5.7 4.8 2.0 6.6 6.9 6.0 1.8 7.1 7.4 4.2 6.7 6.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.69 1.00 0.71 Lane Grp Cap(c), veh/h 237 367 363 270 402 484 72 435 391 176 538 492 V/C Ratio(X) 0.80 0.50 0.19 0.82 0.64 0.43 0.81 0.60 0.62 0.79 0.49 0.51 Avail Cap(c_a), veh/h 388 748 674 405 765 781 223 678 609 243 697 637 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh23.2 19.7 16.8 22.6 19.7 15.0 26.2 18.4 18.5 24.2 15.7 15.8 Incr Delay (d2), s/veh 2.4 0.6 0.1 4.5 0.9 0.3 7.6 1.6 1.9 7.2 0.8 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.4 2.0 0.6 2.9 2.8 1.9 0.9 2.8 2.7 2.0 2.5 2.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.6 20.3 16.9 27.1 20.6 15.4 33.8 19.9 20.4 31.4 16.5 16.8 LnGrp LOS C C B C C B C B C C B B Approach Vol, veh/h 440 689 558 651 Approach Delay, s/veh 22.0 21.1 21.6 19.8 Approach LOS C C C B Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s11.8 15.8 5.7 21.7 10.8 16.8 8.9 18.5 Change Period (Y+Rc), s 3.5 5.0 3.5 5.0 3.5 5.0 3.5 5.0 Max Green Setting (Gmax), s12.5 22.0 6.9 21.6 12.0 22.5 7.5 21.0 Max Q Clear Time (g_c+I1), s8.6 6.8 3.8 8.9 7.7 8.9 6.2 9.4 Green Ext Time (p_c), s 0.0 0.7 0.0 3.0 0.0 1.3 0.0 2.8 Intersection Summary HCM 6th Ctrl Delay 21.0 HCM 6th LOS C Acadia Existing PM 9: Fenton St & Showroom Pl 08/30/2019 Acadia 09/22/2016 Existing PM Synchro 10 Report Page 9 Intersection Intersection Delay, s/veh12.1 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 66 204 5 13 124 163 10 2 45 135 0 57 Future Vol, veh/h 66 204 5 13 124 163 10 2 45 135 0 57 Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Heavy Vehicles, % 2 22222222222 Mvmt Flow 86 265 6 17 161 212 13 3 58 175 0 74 Number of Lanes 1 10011010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 13 11 9.8 13 HCM LOS B B A B Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, % 18% 100% 0% 9% 0% 70% Vol Thru, % 4% 0% 98% 91% 0% 0% Vol Right, % 79% 0% 2% 0% 100% 30% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 57 66 209 137 163 192 LT Vol 10 66 0 13 0 135 Through Vol 2 0 204 124 0 0 RT Vol 45 0 5 0 163 57 Lane Flow Rate 74 86 271 178 212 249 Geometry Grp 277772 Degree of Util (X) 0.122 0.156 0.455 0.302 0.314 0.408 Departure Headway (Hd) 5.921 6.562 6.037 6.103 5.344 5.892 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 602 546 594 587 671 608 Service Time 3.992 4.314 3.788 3.854 3.094 3.946 HCM Lane V/C Ratio 0.123 0.158 0.456 0.303 0.316 0.41 HCM Control Delay 9.8 10.5 13.8 11.5 10.5 13 HCM Lane LOS ABBBBB HCM 95th-tile Q 0.4 0.5 2.4 1.3 1.3 2 Acadia Existing PM 10: Fenton St & Harold Pl 08/30/2019 Acadia 09/22/2016 Existing PM Synchro 10 Report Page 10 Intersection Int Delay, s/veh 47.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 237 185 10 1 160 73 64 0 52 55 0 280 Future Vol, veh/h 237 185 10 1 160 73 64 0 52 55 0 280 Conflicting Peds, #/hr 0 0 10 0 0 10 0 0 10 0 0 10 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 ----------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 81 81 81 81 81 81 81 81 81 81 81 81 Heavy Vehicles, % 2 22222222222 Mvmt Flow 293 228 12 1 198 90 79 0 64 68 0 346 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 298 0 0 250 0 0 1258 1130 254 1117 1091 263 Stage 1 ------830830-255255- Stage 2 ------428300-862836- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1263 - - 1316 - - 148 204 785 185 215 776 Stage 1 ------364385-749696- Stage 2 ------605666-350382- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1251 - - 1303 - - ~ 65 153 770 136 161 761 Mov Cap-2 Maneuver ------~ 65153-136161- Stage 1 ------276292-568688- Stage 2 ------327659-243290- Approach EB WB NB SB HCM Control Delay, s 4.8 0 259.9 63.3 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 110 1251 - - 1303 - - 434 HCM Lane V/C Ratio 1.302 0.234 - - 0.001 - - 0.953 HCM Control Delay (s) 259.9 8.8 - - 7.8 0 - 63.3 HCM Lane LOS F A - - A A - F HCM 95th %tile Q(veh) 9.7 0.9 - - 0 - - 11.2 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\Appendices\Appendices.3022.doc APPENDIX C EXISTING WITH PROJECT PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS Acadia Existing with Project AM 1: SR 125 SB Ramps & Otay Lakes Rd 08/30/2019 Acadia 09/22/2016 Existing with Project AM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1652 49 0 1133 138 0 0 0 292 0 72 Future Volume (veh/h) 0 1652 49 0 1133 138 0 0 0 292 0 72 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1739 52 0 1193 145 307 0 76 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %022022 202 Cap, veh/h 0 3548 1066 0 3548 1277 444 0 204 Arrive On Green 0.00 0.69 0.69 0.00 1.00 1.00 0.13 0.00 0.13 Sat Flow, veh/h 0 5274 1534 0 5274 1545 3456 0 1585 Grp Volume(v), veh/h 0 1739 52 0 1193 145 307 0 76 Grp Sat Flow(s),veh/h/ln 0 1702 1534 0 1702 1545 1728 0 1585 Q Serve(g_s), s 0.0 10.1 0.7 0.0 0.0 0.0 5.4 0.0 2.8 Cycle Q Clear(g_c), s 0.0 10.1 0.7 0.0 0.0 0.0 5.4 0.0 2.8 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3548 1066 0 3548 1277 444 0 204 V/C Ratio(X) 0.00 0.49 0.05 0.00 0.34 0.11 0.69 0.00 0.37 Avail Cap(c_a), veh/h 0 3548 1066 0 3548 1277 729 0 334 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.94 0.94 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 4.5 3.1 0.0 0.0 0.0 26.7 0.0 25.5 Incr Delay (d2), s/veh 0.0 0.5 0.1 0.0 0.2 0.2 2.1 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.4 0.2 0.0 0.1 0.1 2.3 0.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 5.0 3.2 0.0 0.2 0.2 28.8 0.0 26.8 LnGrp LOS AAAAAA CAC Approach Vol, veh/h 1791 1338 383 Approach Delay, s/veh 4.9 0.2 28.4 Approach LOS A A C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 50.3 13.7 50.3 Change Period (Y+Rc), s 5.8 5.5 5.8 Max Green Setting (Gmax), s 39.2 13.5 39.2 Max Q Clear Time (g_c+I1), s 12.1 7.4 2.0 Green Ext Time (p_c), s 22.6 0.8 21.6 Intersection Summary HCM 6th Ctrl Delay 5.7 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. Acadia Existing with Project AM 2: Otay Lakes Rd & SR 125 NB Ramps 08/30/2019 Acadia 09/22/2016 Existing with Project AM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1798 146 0 1247 518 24 0 144 0 0 0 Future Volume (veh/h) 0 1798 146 0 1247 518 24 0 144 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1893 154 0 1313 545 25 0 152 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 22022202 Cap, veh/h 0 3776 1268 0 3776 1135 149 0 234 Arrive On Green 0.00 0.74 0.74 0.00 1.00 1.00 0.08 0.00 0.08 Sat Flow, veh/h 0 5274 1535 0 5274 1535 1781 0 2790 Grp Volume(v), veh/h 0 1893 154 0 1313 545 25 0 152 Grp Sat Flow(s),veh/h/ln 0 1702 1535 0 1702 1535 1781 0 1395 Q Serve(g_s), s 0.0 9.8 1.3 0.0 0.0 0.0 0.8 0.0 3.4 Cycle Q Clear(g_c), s 0.0 9.8 1.3 0.0 0.0 0.0 0.8 0.0 3.4 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3776 1268 0 3776 1135 149 0 234 V/C Ratio(X) 0.00 0.50 0.12 0.00 0.35 0.48 0.17 0.00 0.65 Avail Cap(c_a), veh/h 0 3776 1268 0 3776 1135 264 0 414 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.84 0.84 0.00 0.69 0.69 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 3.4 1.1 0.0 0.0 0.0 27.2 0.0 28.4 Incr Delay (d2), s/veh 0.0 0.4 0.2 0.0 0.2 1.0 0.6 0.0 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 1.9 0.4 0.0 0.1 0.3 0.4 0.0 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 3.9 1.3 0.0 0.2 1.0 27.8 0.0 31.7 LnGrp LOS A AAAAACAC Approach Vol, veh/h 2047 1858 177 Approach Delay, s/veh 3.7 0.4 31.1 Approach LOS A A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 53.1 53.1 10.9 Change Period (Y+Rc), s 5.8 5.8 5.5 Max Green Setting (Gmax), s 43.2 43.2 9.5 Max Q Clear Time (g_c+I1), s 11.8 2.0 5.4 Green Ext Time (p_c), s 27.5 30.5 0.2 Intersection Summary HCM 6th Ctrl Delay 3.4 HCM 6th LOS A Acadia Existing with Project AM 3: Otay Lakes Rd & Eastlake Pkwy 08/30/2019 Acadia 09/22/2016 Existing with Project AM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 486 878 279 227 840 75 537 369 169 42 200 237 Future Volume (veh/h) 486 878 279 227 840 75 537 369 169 42 200 237 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.97 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 512 924 294 239 884 79 565 388 178 44 211 249 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 513 1963 1012 293 1527 136 594 1217 663 98 707 539 Arrive On Green 0.30 0.77 0.77 0.08 0.32 0.32 0.17 0.34 0.34 0.03 0.20 0.20 Sat Flow, veh/h 3456 5106 2633 3456 4760 424 3456 3554 1542 3456 3554 1525 Grp Volume(v), veh/h 512 924 294 239 631 332 565 388 178 44 211 249 Grp Sat Flow(s),veh/h/ln1728 1702 1317 1728 1702 1780 1728 1777 1542 1728 1777 1525 Q Serve(g_s), s 18.9 8.4 4.3 8.7 19.8 19.9 20.7 10.3 9.6 1.6 6.5 16.3 Cycle Q Clear(g_c), s 18.9 8.4 4.3 8.7 19.8 19.9 20.7 10.3 9.6 1.6 6.5 16.3 Prop In Lane 1.00 1.00 1.00 0.24 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 513 1963 1012 293 1092 571 594 1217 663 98 707 539 V/C Ratio(X) 1.00 0.47 0.29 0.82 0.58 0.58 0.95 0.32 0.27 0.45 0.30 0.46 Avail Cap(c_a), veh/h 513 1963 1012 378 1092 571 594 1471 773 135 999 664 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.84 0.84 0.84 0.79 0.79 0.79 1.00 1.00 1.00 0.95 0.95 0.95 Uniform Delay (d), s/veh45.0 10.1 9.6 57.6 36.3 36.3 52.5 31.1 23.7 61.2 43.7 32.6 Incr Delay (d2), s/veh 35.9 0.7 0.6 6.5 1.8 3.4 25.4 0.2 0.3 3.7 0.3 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/ln9.5 2.5 1.2 4.1 8.5 9.2 11.1 4.5 3.6 0.8 2.9 6.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 80.9 10.8 10.2 64.0 38.0 39.7 77.9 31.2 24.0 64.9 43.9 33.3 LnGrp LOS F B B E D D E C C E D C Approach Vol, veh/h 1730 1202 1131 504 Approach Delay, s/veh 31.4 43.7 53.4 40.5 Approach LOS CDDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s14.9 56.2 26.0 31.0 23.0 48.0 7.6 49.3 Change Period (Y+Rc), s 4.0 * 7 4.0 5.5 4.0 * 7 4.0 5.5 Max Green Setting (Gmax), s14.0 * 36 22.0 36.0 19.0 * 31 5.0 53.0 Max Q Clear Time (g_c+I1), s10.7 10.4 22.7 18.3 20.9 21.9 3.6 12.3 Green Ext Time (p_c), s 0.1 11.9 0.0 2.5 0.0 4.9 0.0 4.3 Intersection Summary HCM 6th Ctrl Delay 41.1 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Existing with Project AM 4: Otay Lakes Rd & Lane Ave 08/30/2019 Acadia 09/22/2016 Existing with Project AM Synchro 10 Report Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 510 579 884 94 59 258 Future Volume (veh/h) 510 579 884 94 59 258 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 543 616 940 100 63 274 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222 Cap, veh/h 679 3248 1712 181 242 430 Arrive On Green 0.20 0.64 0.37 0.37 0.14 0.14 Sat Flow, veh/h 3456 5274 4833 494 1781 3170 Grp Volume(v), veh/h 543 616 685 355 63 274 Grp Sat Flow(s),veh/h/ln1728 1702 1702 1755 1781 1585 Q Serve(g_s), s 7.2 2.4 7.7 7.7 1.5 3.9 Cycle Q Clear(g_c), s 7.2 2.4 7.7 7.7 1.5 3.9 Prop In Lane 1.00 0.28 1.00 1.00 Lane Grp Cap(c), veh/h 679 3248 1249 644 242 430 V/C Ratio(X) 0.80 0.19 0.55 0.55 0.26 0.64 Avail Cap(c_a), veh/h 896 3814 1413 728 1035 1842 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh18.5 3.6 12.1 12.1 18.7 19.7 Incr Delay (d2), s/veh 2.8 0.1 1.4 2.7 0.2 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.8 0.5 2.6 3.0 0.6 3.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.3 3.7 13.5 14.8 18.9 20.3 LnGrp LOS C ABBBC Approach Vol, veh/h 1159 1040 337 Approach Delay, s/veh 12.0 13.9 20.0 Approach LOS B B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 36.7 11.5 13.0 23.7 Change Period (Y+Rc), s * 6 5.0 3.5 * 6 Max Green Setting (Gmax), s * 36 28.0 12.5 * 20 Max Q Clear Time (g_c+I1), s 4.4 5.9 9.2 9.7 Green Ext Time (p_c), s 10.8 0.7 0.3 7.8 Intersection Summary HCM 6th Ctrl Delay 13.8 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. Acadia Existing with Project AM 5: Otay Lakes Rd & Fenton St 08/30/2019 Acadia 09/22/2016 Existing with Project AM Synchro 10 Report Page 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 206 432 908 208 62 70 Future Volume (veh/h) 206 432 908 208 62 70 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 222 465 976 224 67 75 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222 Cap, veh/h 293 3401 1694 388 145 129 Arrive On Green 0.16 0.67 0.41 0.41 0.08 0.08 Sat Flow, veh/h 1781 5274 4284 942 1781 1585 Grp Volume(v), veh/h 222 465 807 393 67 75 Grp Sat Flow(s),veh/h/ln1781 1702 1702 1654 1781 1585 Q Serve(g_s), s 5.3 1.5 8.1 8.1 1.6 2.0 Cycle Q Clear(g_c), s 5.3 1.5 8.1 8.1 1.6 2.0 Prop In Lane 1.00 0.57 1.00 1.00 Lane Grp Cap(c), veh/h 293 3401 1401 681 145 129 V/C Ratio(X) 0.76 0.14 0.58 0.58 0.46 0.58 Avail Cap(c_a), veh/h 321 3774 1595 775 1244 1107 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh17.7 2.7 10.1 10.1 19.5 19.6 Incr Delay (d2), s/veh 7.8 0.0 0.8 1.7 2.1 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.5 0.2 2.5 2.6 0.7 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.5 2.8 10.9 11.8 21.5 23.3 LnGrp LOS C A B B C C Approach Vol, veh/h 687 1200 142 Approach Delay, s/veh 10.1 11.2 22.5 Approach LOS B B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 35.8 8.6 11.3 24.5 Change Period (Y+Rc), s 6.2 5.0 4.0 6.2 Max Green Setting (Gmax), s 32.8 31.0 8.0 20.8 Max Q Clear Time (g_c+I1), s 3.5 4.0 7.3 10.1 Green Ext Time (p_c), s 6.2 0.4 0.0 8.0 Intersection Summary HCM 6th Ctrl Delay 11.6 HCM 6th LOS B Acadia Existing with Project AM 6: Otay Lakes Rd & Hunte Pkwy 08/30/2019 Acadia 09/22/2016 Existing with Project AM Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 179 143 172 172 462 60 394 551 75 25 370 260 Future Volume (veh/h) 179 143 172 172 462 60 394 551 75 25 370 260 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 206 164 198 198 531 69 453 633 86 29 425 299 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 294 665 310 286 985 306 547 1430 638 64 933 416 Arrive On Green 0.09 0.20 0.20 0.08 0.19 0.19 0.16 0.40 0.40 0.02 0.26 0.26 Sat Flow, veh/h 3456 3404 1585 3456 5106 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 206 164 198 198 531 69 453 633 86 29 425 299 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 4.0 2.8 8.0 3.9 6.5 2.6 8.9 9.0 2.4 0.6 7.0 12.0 Cycle Q Clear(g_c), s 4.0 2.8 8.0 3.9 6.5 2.6 8.9 9.0 2.4 0.6 7.0 12.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 294 665 310 286 985 306 547 1430 638 64 933 416 V/C Ratio(X) 0.70 0.25 0.64 0.69 0.54 0.23 0.83 0.44 0.13 0.45 0.46 0.72 Avail Cap(c_a), veh/h 297 1415 659 297 2123 659 644 2089 932 149 1579 704 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh31.0 23.7 25.8 31.1 25.4 23.7 28.4 15.2 13.2 33.9 21.5 23.4 Incr Delay (d2), s/veh 6.0 0.3 2.9 5.3 0.6 0.5 6.6 0.3 0.1 1.9 0.4 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.9 1.1 3.1 1.8 2.6 1.0 4.0 3.4 0.8 0.3 2.8 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.0 24.0 28.7 36.4 26.0 24.2 35.1 15.4 13.3 35.7 22.0 26.2 LnGrp LOS D CCDCCDBBDCC Approach Vol, veh/h 568 798 1172 753 Approach Delay, s/veh 30.4 28.4 22.9 24.2 Approach LOS CCCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s9.8 20.6 15.0 24.3 9.9 20.5 5.3 34.1 Change Period (Y+Rc), s 4.0 * 7 4.0 * 6 4.0 * 7 4.0 * 6 Max Green Setting (Gmax), s6.0 * 29 13.0 * 31 6.0 * 29 3.0 * 41 Max Q Clear Time (g_c+I1), s5.9 10.0 10.9 14.0 6.0 8.5 2.6 11.0 Green Ext Time (p_c), s 0.0 2.8 0.2 4.4 0.0 4.9 0.0 6.2 Intersection Summary HCM 6th Ctrl Delay 25.8 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Existing with Project AM 7: Eastlake Pkwy & Fenton St 08/30/2019 Acadia 09/22/2016 Existing with Project AM Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 64 118 49 205 103 49 112 423 261 93 270 97 Future Volume (veh/h) 64 118 49 205 103 49 112 423 261 93 270 97 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 68 126 52 218 110 52 119 450 278 99 287 103 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 108 199 253 569 195 92 201 594 364 127 760 266 Arrive On Green 0.17 0.17 0.17 0.16 0.16 0.16 0.06 0.28 0.28 0.07 0.30 0.30 Sat Flow, veh/h 644 1194 1518 3456 1182 559 3456 2089 1280 1781 2559 895 Grp Volume(v), veh/h 194 0 52 218 0 162 119 382 346 99 197 193 Grp Sat Flow(s),veh/h/ln1838 0 1518 1728 0 1740 1728 1777 1593 1781 1777 1677 Q Serve(g_s), s 5.8 0.0 1.7 3.3 0.0 5.1 2.0 11.6 11.7 3.2 5.2 5.4 Cycle Q Clear(g_c), s 5.8 0.0 1.7 3.3 0.0 5.1 2.0 11.6 11.7 3.2 5.2 5.4 Prop In Lane 0.35 1.00 1.00 0.32 1.00 0.80 1.00 0.53 Lane Grp Cap(c), veh/h 307 0 253 569 0 287 201 505 453 127 528 498 V/C Ratio(X) 0.63 0.00 0.21 0.38 0.00 0.56 0.59 0.76 0.76 0.78 0.37 0.39 Avail Cap(c_a), veh/h 715 0 591 1345 0 677 409 571 512 196 556 525 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh22.9 0.0 21.2 22.0 0.0 22.7 27.1 19.3 19.3 27.0 16.4 16.5 Incr Delay (d2), s/veh 2.2 0.0 0.4 0.4 0.0 1.7 1.0 5.7 6.7 4.3 0.6 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 0.0 0.6 1.3 0.0 2.1 0.8 5.1 4.8 1.4 2.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.1 0.0 21.6 22.4 0.0 24.5 28.2 25.0 26.0 31.3 17.0 17.2 LnGrp LOS C A C C A CCCCCBB Approach Vol, veh/h 246 380 847 489 Approach Delay, s/veh 24.3 23.3 25.9 20.0 Approach LOS CCCC Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 14.9 6.9 22.5 14.7 7.7 21.8 Change Period (Y+Rc), s 5.0 3.5 5.0 5.0 3.5 5.0 Max Green Setting (Gmax), s 23.0 7.0 18.5 23.0 6.5 19.0 Max Q Clear Time (g_c+I1), s 7.8 4.0 7.4 7.1 5.2 13.7 Green Ext Time (p_c), s 1.1 0.0 2.3 1.5 0.0 2.6 Intersection Summary HCM 6th Ctrl Delay 23.7 HCM 6th LOS C Acadia Existing with Project AM 8: Lane Ave & Fenton St 08/30/2019 Acadia 09/22/2016 Existing with Project AM Synchro 10 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 172 33 61 110 71 46 211 231 149 243 119 Future Volume (veh/h) 72 172 33 61 110 71 46 211 231 149 243 119 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.95 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 83 198 38 70 126 82 53 243 266 171 279 137 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 104 355 346 87 336 466 64 501 424 216 849 404 Arrive On Green 0.06 0.19 0.19 0.05 0.18 0.18 0.04 0.28 0.28 0.12 0.37 0.37 Sat Flow, veh/h 1781 1870 1523 1781 1870 1521 1781 1777 1505 1781 2314 1101 Grp Volume(v), veh/h 83 198 38 70 126 82 53 243 266 171 212 204 Grp Sat Flow(s),veh/h/ln1781 1870 1523 1781 1870 1521 1781 1777 1505 1781 1777 1638 Q Serve(g_s), s 2.2 4.5 0.9 1.8 2.8 1.9 1.4 5.4 7.3 4.4 4.1 4.3 Cycle Q Clear(g_c), s 2.2 4.5 0.9 1.8 2.8 1.9 1.4 5.4 7.3 4.4 4.1 4.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 Lane Grp Cap(c), veh/h 104 355 346 87 336 466 64 501 424 216 652 601 V/C Ratio(X) 0.79 0.56 0.11 0.80 0.37 0.18 0.82 0.49 0.63 0.79 0.33 0.34 Avail Cap(c_a), veh/h 154 840 742 143 828 866 237 787 667 259 809 746 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh22.0 17.4 14.6 22.3 17.1 12.2 22.7 14.2 14.9 20.2 10.8 10.8 Incr Delay (d2), s/veh 9.2 0.7 0.1 6.4 0.4 0.1 9.4 0.9 1.8 10.6 0.3 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.1 1.8 0.3 0.9 1.1 0.6 0.7 2.0 2.3 2.3 1.4 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.2 18.2 14.7 28.7 17.5 12.3 32.1 15.0 16.7 30.8 11.1 11.3 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 319 278 562 587 Approach Delay, s/veh 21.1 18.8 17.4 16.9 Approach LOS C B B B Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.8 14.0 5.2 22.4 6.3 13.5 9.3 18.4 Change Period (Y+Rc), s 3.5 5.0 3.5 5.0 3.5 5.0 3.5 5.0 Max Green Setting (Gmax), s3.8 21.3 6.3 21.6 4.1 21.0 6.9 21.0 Max Q Clear Time (g_c+I1), s3.8 6.5 3.4 6.3 4.2 4.8 6.4 9.3 Green Ext Time (p_c), s 0.0 0.7 0.0 2.6 0.0 0.6 0.0 3.0 Intersection Summary HCM 6th Ctrl Delay 18.2 HCM 6th LOS B Acadia Existing with Project AM 9: Fenton St & Showroom Pl 08/30/2019 Acadia 09/22/2016 Existing with Project AM Synchro 10 Report Page 9 Intersection Intersection Delay, s/veh 11 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 85 51 19 46 190 178 3 0 11 70 0 45 Future Vol, veh/h 85 51 19 46 190 178 3 0 11 70 0 45 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 Heavy Vehicles, % 2 22222222222 Mvmt Flow 120 72 27 65 268 251 4 0 15 99 0 63 Number of Lanes 1 10011010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 9.9 11.7 8.8 10.4 HCM LOS A B A B Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, % 21% 100% 0% 19% 0% 61% Vol Thru, % 0% 0% 73% 81% 0% 0% Vol Right, % 79% 0% 27% 0% 100% 39% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 14 85 70 236 178 115 LT Vol 3 85 0 46 0 70 Through Vol 0 0 51 190 0 0 RT Vol 11 0 19 0 178 45 Lane Flow Rate 20 120 99 332 251 162 Geometry Grp 277772 Degree of Util (X) 0.031 0.203 0.148 0.496 0.318 0.248 Departure Headway (Hd) 5.606 6.117 5.42 5.369 4.566 5.519 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 642 581 654 665 780 645 Service Time 3.606 3.917 3.22 3.145 2.341 3.605 HCM Lane V/C Ratio 0.031 0.207 0.151 0.499 0.322 0.251 HCM Control Delay 8.8 10.5 9.2 13.4 9.5 10.4 HCM Lane LOS ABABAB HCM 95th-tile Q 0.1 0.8 0.5 2.8 1.4 1 Acadia Existing with Project AM 10: Fenton St & Harold Pl 08/30/2019 Acadia 09/22/2016 Existing with Project AM Synchro 10 Report Page 10 Intersection Int Delay, s/veh 3.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 166 158 116 32 124 41 7 0 1 14 0 38 Future Vol, veh/h 166 158 116 32 124 41 7 0 1 14 0 38 Conflicting Peds, #/hr 0 0 10 0 0 10 0 0 10 0 0 10 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 ----------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 187 178 130 36 139 46 8 0 1 16 0 43 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 195 0 0 318 0 0 893 894 263 872 936 182 Stage 1 ------627627-244244- Stage 2 ------266267-628692- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1378 - - 1242 - - 262 280 776 271 265 861 Stage 1 ------471476-760704- Stage 2 ------739688-471445- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1365 - - 1230 - - 213 229 761 232 217 845 Mov Cap-2 Maneuver ------213229-232217- Stage 1 ------403407-650674- Stage 2 ------672658-402380- Approach EB WB NB SB HCM Control Delay, s 3 1.3 21 13.3 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 234 1365 - - 1230 - - 494 HCM Lane V/C Ratio 0.038 0.137 - - 0.029 - - 0.118 HCM Control Delay (s) 21 8.1 - - 8 0 - 13.3 HCM Lane LOS C A - - A A - B HCM 95th %tile Q(veh) 0.1 0.5 - - 0.1 - - 0.4 Acadia Existing with Project PM 1: SR 125 SB Ramps & Otay Lakes Rd 08/30/2019 Acadia 09/22/2016 Existing with Project PM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1892 24 0 1852 119 0 0 0 525 0 102 Future Volume (veh/h) 0 1892 24 0 1852 119 0 0 0 525 0 102 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1951 25 0 1909 123 541 0 105 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %022022 202 Cap, veh/h 0 3192 957 0 3192 1272 686 0 314 Arrive On Green 0.00 0.63 0.63 0.00 0.21 0.21 0.20 0.00 0.20 Sat Flow, veh/h 0 5274 1532 0 5274 1532 3456 0 1585 Grp Volume(v), veh/h 0 1951 25 0 1909 123 541 0 105 Grp Sat Flow(s),veh/h/ln 0 1702 1532 0 1702 1532 1728 0 1585 Q Serve(g_s), s 0.0 14.8 0.4 0.0 21.7 2.0 9.5 0.0 3.6 Cycle Q Clear(g_c), s 0.0 14.8 0.4 0.0 21.7 2.0 9.5 0.0 3.6 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3192 957 0 3192 1272 686 0 314 V/C Ratio(X) 0.00 0.61 0.03 0.00 0.60 0.10 0.79 0.00 0.33 Avail Cap(c_a), veh/h 0 3192 957 0 3192 1272 859 0 394 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.80 0.80 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 7.3 4.6 0.0 18.1 2.5 24.4 0.0 22.0 Incr Delay (d2), s/veh 0.0 0.9 0.1 0.0 0.7 0.1 4.1 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 %ile BackOfQ(50%),veh/ln 0.0 4.2 0.1 0.0 9.7 1.2 4.0 0.0 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 8.2 4.6 0.0 18.8 2.6 28.5 0.0 22.7 LnGrp LOS AAAABA CAC Approach Vol, veh/h 1976 2032 646 Approach Delay, s/veh 8.1 17.8 27.5 Approach LOS A B C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 45.8 18.2 45.8 Change Period (Y+Rc), s 5.8 5.5 5.8 Max Green Setting (Gmax), s 36.8 15.9 36.8 Max Q Clear Time (g_c+I1), s 16.8 11.5 23.7 Green Ext Time (p_c), s 18.1 1.2 12.3 Intersection Summary HCM 6th Ctrl Delay 15.0 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. Acadia Existing with Project PM 2: Otay Lakes Rd & SR 125 NB Ramps 08/30/2019 Acadia 09/22/2016 Existing with Project PM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 2316 101 0 1941 385 31 0 176 0 0 0 Future Volume (veh/h) 0 2316 101 0 1941 385 31 0 176 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 2464 107 0 2065 410 33 0 187 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 22022202 Cap, veh/h 0 3709 1269 0 3709 1115 173 0 271 Arrive On Green 0.00 1.00 1.00 0.00 1.00 1.00 0.10 0.00 0.10 Sat Flow, veh/h 0 5274 1535 0 5274 1535 1781 0 2790 Grp Volume(v), veh/h 0 2464 107 0 2065 410 33 0 187 Grp Sat Flow(s),veh/h/ln 0 1702 1535 0 1702 1535 1781 0 1395 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.0 4.2 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.0 4.2 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3709 1269 0 3709 1115 173 0 271 V/C Ratio(X) 0.00 0.66 0.08 0.00 0.56 0.37 0.19 0.00 0.69 Avail Cap(c_a), veh/h 0 3709 1269 0 3709 1115 237 0 371 HCM Platoon Ratio 1.00 2.00 2.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.71 0.71 0.00 0.54 0.54 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 26.6 0.0 28.0 Incr Delay (d2), s/veh 0.0 0.7 0.1 0.0 0.3 0.5 0.6 0.0 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.2 0.0 0.0 0.1 0.2 0.5 0.0 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.7 0.1 0.0 0.3 0.5 27.2 0.0 31.5 LnGrp LOS A AAAAACAC Approach Vol, veh/h 2571 2475 220 Approach Delay, s/veh 0.7 0.4 30.8 Approach LOS A A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 52.3 52.3 11.7 Change Period (Y+Rc), s 5.8 5.8 5.5 Max Green Setting (Gmax), s 44.2 44.2 8.5 Max Q Clear Time (g_c+I1), s 2.0 2.0 6.2 Green Ext Time (p_c), s 40.1 38.7 0.2 Intersection Summary HCM 6th Ctrl Delay 1.8 HCM 6th LOS A Acadia Existing with Project PM 3: Otay Lakes Rd & Eastlake Pkwy 08/30/2019 Acadia 09/22/2016 Existing with Project PM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 479 893 680 359 918 70 452 448 226 140 650 544 Future Volume (veh/h) 479 893 680 359 918 70 452 448 226 140 650 544 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 494 921 701 370 946 72 466 462 233 144 670 561 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 539 1457 757 425 1219 93 519 1328 772 199 999 679 Arrive On Green 0.26 0.48 0.48 0.12 0.25 0.25 0.15 0.37 0.37 0.06 0.28 0.28 Sat Flow, veh/h 3456 5106 2650 3456 4828 366 3456 3554 1544 3456 3554 1537 Grp Volume(v), veh/h 494 921 701 370 666 352 466 462 233 144 670 561 Grp Sat Flow(s),veh/h/ln1728 1702 1325 1728 1702 1790 1728 1777 1544 1728 1777 1537 Q Serve(g_s), s 17.8 17.3 31.7 13.5 23.3 23.4 17.0 12.0 11.4 5.2 21.4 36.0 Cycle Q Clear(g_c), s 17.8 17.3 31.7 13.5 23.3 23.4 17.0 12.0 11.4 5.2 21.4 36.0 Prop In Lane 1.00 1.00 1.00 0.20 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 539 1457 757 425 860 452 519 1328 772 199 999 679 V/C Ratio(X) 0.92 0.63 0.93 0.87 0.77 0.78 0.90 0.35 0.30 0.72 0.67 0.83 Avail Cap(c_a), veh/h 567 1457 757 513 860 452 540 1328 772 270 999 679 HCM Platoon Ratio 1.67 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.68 0.68 0.68 0.85 0.85 0.85 1.00 1.00 1.00 0.53 0.53 0.53 Uniform Delay (d), s/veh46.5 28.5 32.2 55.1 44.5 44.5 53.4 28.8 19.1 59.3 40.7 31.9 Incr Delay (d2), s/veh 14.0 1.4 14.3 10.0 5.8 10.7 17.6 0.2 0.3 3.8 1.0 4.7 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/ln8.0 6.2 10.2 6.5 10.5 11.7 8.6 5.2 4.2 2.4 9.5 16.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 60.5 29.9 46.5 65.2 50.2 55.2 71.1 29.0 19.3 63.1 41.7 36.6 LnGrp LOS E C D E D E E C B E D D Approach Vol, veh/h 2116 1388 1161 1375 Approach Delay, s/veh 42.5 55.5 44.0 41.9 Approach LOS D E D D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s19.7 43.5 23.2 41.5 24.0 39.3 11.4 53.3 Change Period (Y+Rc), s 4.0 * 7 4.0 5.5 4.0 * 7 4.0 5.5 Max Green Setting (Gmax), s19.0 * 33 20.0 36.0 21.0 * 31 10.0 46.0 Max Q Clear Time (g_c+I1), s15.5 33.7 19.0 38.0 19.8 25.4 7.2 14.0 Green Ext Time (p_c), s 0.3 0.0 0.3 0.0 0.2 3.4 0.1 5.3 Intersection Summary HCM 6th Ctrl Delay 45.6 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Existing with Project PM 4: Otay Lakes Rd & Lane Ave 08/30/2019 Acadia 09/22/2016 Existing with Project PM Synchro 10 Report Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 410 849 712 80 108 524 Future Volume (veh/h) 410 849 712 80 108 524 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 441 913 766 86 116 563 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222 Cap, veh/h 517 2790 1515 169 417 742 Arrive On Green 0.15 0.55 0.33 0.33 0.23 0.23 Sat Flow, veh/h 3456 5274 4804 516 1781 3170 Grp Volume(v), veh/h 441 913 561 291 116 563 Grp Sat Flow(s),veh/h/ln1728 1702 1702 1748 1781 1585 Q Serve(g_s), s 6.2 4.9 6.7 6.7 2.7 8.3 Cycle Q Clear(g_c), s 6.2 4.9 6.7 6.7 2.7 8.3 Prop In Lane 1.00 0.30 1.00 1.00 Lane Grp Cap(c), veh/h 517 2790 1112 571 417 742 V/C Ratio(X) 0.85 0.33 0.50 0.51 0.28 0.76 Avail Cap(c_a), veh/h 517 3160 1359 698 996 1772 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh20.8 6.3 13.6 13.6 15.7 17.9 Incr Delay (d2), s/veh 12.3 0.2 1.3 2.5 0.1 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.1 1.3 2.4 2.7 1.0 7.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.1 6.5 14.9 16.2 15.9 18.5 LnGrp LOS C ABBBB Approach Vol, veh/h 1354 852 679 Approach Delay, s/veh 15.2 15.3 18.0 Approach LOS B B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 33.4 16.7 11.0 22.4 Change Period (Y+Rc), s * 6 5.0 3.5 * 6 Max Green Setting (Gmax), s * 31 28.0 7.5 * 20 Max Q Clear Time (g_c+I1), s 6.9 10.3 8.2 8.7 Green Ext Time (p_c), s 13.9 1.4 0.0 7.4 Intersection Summary HCM 6th Ctrl Delay 15.9 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. Acadia Existing with Project PM 5: Otay Lakes Rd & Fenton St 08/30/2019 Acadia 09/22/2016 Existing with Project PM Synchro 10 Report Page 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 200 757 533 164 221 259 Future Volume (veh/h) 200 757 533 164 221 259 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 227 860 606 186 251 294 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222 Cap, veh/h 278 2753 1173 350 431 383 Arrive On Green 0.16 0.54 0.30 0.30 0.24 0.24 Sat Flow, veh/h 1781 5274 4018 1149 1781 1585 Grp Volume(v), veh/h 227 860 534 258 251 294 Grp Sat Flow(s),veh/h/ln1781 1702 1702 1595 1781 1585 Q Serve(g_s), s 6.3 4.8 6.6 6.9 6.4 8.8 Cycle Q Clear(g_c), s 6.3 4.8 6.6 6.9 6.4 8.8 Prop In Lane 1.00 0.72 1.00 1.00 Lane Grp Cap(c), veh/h 278 2753 1038 486 431 383 V/C Ratio(X) 0.82 0.31 0.51 0.53 0.58 0.77 Avail Cap(c_a), veh/h 278 3272 1383 648 1079 960 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh20.9 6.5 14.7 14.8 17.1 18.1 Incr Delay (d2), s/veh 15.8 0.1 0.8 1.9 1.1 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.6 1.3 2.3 2.4 2.4 7.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.7 6.7 15.5 16.7 18.3 21.0 LnGrp LOS D ABBBC Approach Vol, veh/h 1087 792 545 Approach Delay, s/veh 12.9 15.9 19.7 Approach LOS B B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 33.8 17.4 12.0 21.8 Change Period (Y+Rc), s 6.2 5.0 4.0 6.2 Max Green Setting (Gmax), s 32.8 31.0 8.0 20.8 Max Q Clear Time (g_c+I1), s 6.8 10.8 8.3 8.9 Green Ext Time (p_c), s 11.5 1.6 0.0 6.4 Intersection Summary HCM 6th Ctrl Delay 15.4 HCM 6th LOS B Acadia Existing with Project PM 6: Otay Lakes Rd & Hunte Pkwy 08/30/2019 Acadia 09/22/2016 Existing with Project PM Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 180 389 409 64 283 14 283 193 39 53 187 132 Future Volume (veh/h) 180 389 409 64 283 14 283 193 39 53 187 132 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 188 405 426 67 295 15 295 201 41 55 195 138 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 233 1228 572 122 1679 521 349 782 349 104 530 237 Arrive On Green 0.07 0.36 0.36 0.04 0.33 0.33 0.10 0.22 0.22 0.03 0.15 0.15 Sat Flow, veh/h 3456 3404 1585 3456 5106 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 188 405 426 67 295 15 295 201 41 55 195 138 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 3.2 5.1 14.0 1.1 2.4 0.4 5.0 2.8 1.2 0.9 2.9 4.8 Cycle Q Clear(g_c), s 3.2 5.1 14.0 1.1 2.4 0.4 5.0 2.8 1.2 0.9 2.9 4.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 233 1228 572 122 1679 521 349 782 349 104 530 237 V/C Ratio(X) 0.81 0.33 0.74 0.55 0.18 0.03 0.84 0.26 0.12 0.53 0.37 0.58 Avail Cap(c_a), veh/h 233 1605 747 233 2407 747 349 1975 881 233 1855 827 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh27.3 13.8 16.6 28.2 14.2 13.5 26.2 19.1 18.5 28.4 22.7 23.5 Incr Delay (d2), s/veh 17.5 0.2 3.5 1.4 0.1 0.0 16.3 0.2 0.2 1.5 0.5 2.7 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/ln1.8 1.8 5.0 0.5 0.9 0.1 2.7 1.1 0.4 0.4 1.2 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.8 14.0 20.1 29.6 14.3 13.5 42.5 19.3 18.7 29.9 23.3 26.3 LnGrp LOS D B C C B B D B B C C C Approach Vol, veh/h 1019 377 537 388 Approach Delay, s/veh 22.2 17.0 32.0 25.3 Approach LOS C B C C Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.1 28.4 10.0 14.9 8.0 26.5 5.8 19.1 Change Period (Y+Rc), s 4.0 * 7 4.0 * 6 4.0 * 7 4.0 * 6 Max Green Setting (Gmax), s4.0 * 28 6.0 * 31 4.0 * 28 4.0 * 33 Max Q Clear Time (g_c+I1), s3.1 16.0 7.0 6.8 5.2 4.4 2.9 4.8 Green Ext Time (p_c), s 0.0 5.5 0.0 2.0 0.0 2.6 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 24.1 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Existing with Project PM 7: Eastlake Pkwy & Fenton St 08/30/2019 Acadia 09/22/2016 Existing with Project PM Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 154 194 83 423 160 92 171 532 212 109 699 159 Future Volume (veh/h) 154 194 83 423 160 92 171 532 212 109 699 159 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 162 204 87 445 168 97 180 560 223 115 736 167 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 188 237 368 666 214 124 252 696 277 145 830 188 Arrive On Green 0.23 0.23 0.23 0.19 0.19 0.19 0.07 0.28 0.28 0.08 0.29 0.29 Sat Flow, veh/h 810 1020 1585 3456 1112 642 3456 2483 986 1781 2877 653 Grp Volume(v), veh/h 366 0 87 445 0 265 180 400 383 115 454 449 Grp Sat Flow(s),veh/h/ln1830 0 1585 1728 0 1755 1728 1777 1693 1781 1777 1753 Q Serve(g_s), s 16.6 0.0 3.9 10.3 0.0 12.4 4.4 18.1 18.2 5.5 21.2 21.2 Cycle Q Clear(g_c), s 16.6 0.0 3.9 10.3 0.0 12.4 4.4 18.1 18.2 5.5 21.2 21.2 Prop In Lane 0.44 1.00 1.00 0.37 1.00 0.58 1.00 0.37 Lane Grp Cap(c), veh/h 425 0 368 666 0 338 252 498 475 145 513 506 V/C Ratio(X) 0.86 0.00 0.24 0.67 0.00 0.78 0.71 0.80 0.81 0.80 0.89 0.89 Avail Cap(c_a), veh/h 549 0 476 917 0 466 259 498 475 175 533 526 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh31.9 0.0 27.0 32.4 0.0 33.3 39.3 29.0 29.0 39.1 29.5 29.5 Incr Delay (d2), s/veh 10.7 0.0 0.3 1.2 0.0 5.9 7.3 9.7 10.3 15.4 16.5 16.7 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/ln8.4 0.0 1.5 4.3 0.0 5.7 2.1 8.8 8.5 3.0 11.0 10.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.6 0.0 27.3 33.6 0.0 39.2 46.6 38.6 39.3 54.5 46.0 46.2 LnGrp LOS D A C C A DDDDDDD Approach Vol, veh/h 453 710 963 1018 Approach Delay, s/veh 39.7 35.7 40.4 47.0 Approach LOS DDDD Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 25.1 9.8 30.0 21.7 10.5 29.3 Change Period (Y+Rc), s 5.0 3.5 5.0 5.0 3.5 5.0 Max Green Setting (Gmax), s 26.0 6.5 26.0 23.0 8.5 24.0 Max Q Clear Time (g_c+I1), s 18.6 6.4 23.2 14.4 7.5 20.2 Green Ext Time (p_c), s 1.5 0.0 1.8 2.2 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 41.4 HCM 6th LOS D Acadia Existing with Project PM 8: Lane Ave & Fenton St 08/30/2019 Acadia 09/22/2016 Existing with Project PM Synchro 10 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 167 186 60 194 267 194 51 293 147 127 296 156 Future Volume (veh/h) 167 186 60 194 267 194 51 293 147 127 296 156 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.94 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 190 211 68 220 303 220 58 333 167 144 336 177 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 236 399 391 268 433 517 72 543 265 182 676 348 Arrive On Green 0.13 0.21 0.21 0.15 0.23 0.23 0.04 0.24 0.24 0.10 0.30 0.30 Sat Flow, veh/h 1781 1870 1528 1781 1870 1531 1781 2266 1105 1781 2244 1154 Grp Volume(v), veh/h 190 211 68 220 303 220 58 259 241 144 264 249 Grp Sat Flow(s),veh/h/ln1781 1870 1528 1781 1870 1531 1781 1777 1595 1781 1777 1622 Q Serve(g_s), s 6.0 5.8 2.0 6.9 8.6 6.5 1.9 7.5 7.8 4.6 7.1 7.3 Cycle Q Clear(g_c), s 6.0 5.8 2.0 6.9 8.6 6.5 1.9 7.5 7.8 4.6 7.1 7.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.69 1.00 0.71 Lane Grp Cap(c), veh/h 236 399 391 268 433 517 72 426 382 182 535 489 V/C Ratio(X) 0.81 0.53 0.17 0.82 0.70 0.43 0.80 0.61 0.63 0.79 0.49 0.51 Avail Cap(c_a), veh/h 370 712 646 385 728 758 213 645 579 231 664 606 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh24.4 20.2 16.8 23.8 20.4 15.0 27.5 19.6 19.7 25.3 16.6 16.7 Incr Delay (d2), s/veh 3.2 0.6 0.1 6.0 1.1 0.3 7.5 1.7 2.1 10.2 0.9 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.6 2.4 0.7 3.1 3.6 2.0 0.9 3.0 2.9 2.3 2.7 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.6 20.7 16.9 29.8 21.5 15.3 35.0 21.3 21.8 35.6 17.4 17.7 LnGrp LOS C C B C C B CCCDBB Approach Vol, veh/h 469 743 558 657 Approach Delay, s/veh 23.0 22.1 22.9 21.5 Approach LOS CCCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s12.2 17.3 5.8 22.4 11.2 18.4 9.4 18.9 Change Period (Y+Rc), s 3.5 5.0 3.5 5.0 3.5 5.0 3.5 5.0 Max Green Setting (Gmax), s12.5 22.0 6.9 21.6 12.0 22.5 7.5 21.0 Max Q Clear Time (g_c+I1), s8.9 7.8 3.9 9.3 8.0 10.6 6.6 9.8 Green Ext Time (p_c), s 0.0 0.8 0.0 3.0 0.0 1.5 0.0 2.8 Intersection Summary HCM 6th Ctrl Delay 22.3 HCM 6th LOS C Acadia Existing with Project PM 9: Fenton St & Showroom Pl 08/30/2019 Acadia 09/22/2016 Existing with Project PM Synchro 10 Report Page 9 Intersection Intersection Delay, s/veh19.7 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 98 204 5 13 124 227 10 2 45 231 0 105 Future Vol, veh/h 98 204 5 13 124 227 10 2 45 231 0 105 Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Heavy Vehicles, % 2 22222222222 Mvmt Flow 127 265 6 17 161 295 13 3 58 300 0 136 Number of Lanes 1 10011010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 16.6 15.3 11.5 28.7 HCM LOS C C B D Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, % 18% 100% 0% 9% 0% 69% Vol Thru, % 4% 0% 98% 91% 0% 0% Vol Right, % 79% 0% 2% 0% 100% 31% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 57 98 209 137 227 336 LT Vol 10 98 0 13 0 231 Through Vol 2 0 204 124 0 0 RT Vol 45 0 5 0 227 105 Lane Flow Rate 74 127 271 178 295 436 Geometry Grp 277772 Degree of Util (X) 0.148 0.272 0.54 0.355 0.525 0.78 Departure Headway (Hd) 7.202 7.688 7.157 7.175 6.407 6.436 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 496 467 502 500 563 563 Service Time 5.276 5.443 4.911 4.927 4.159 4.479 HCM Lane V/C Ratio 0.149 0.272 0.54 0.356 0.524 0.774 HCM Control Delay 11.5 13.3 18.1 13.9 16.1 28.7 HCM Lane LOS B B C B C D HCM 95th-tile Q 0.5 1.1 3.2 1.6 3 7.2 Acadia Existing with Project PM 10: Fenton St & Harold Pl 08/30/2019 Acadia 09/22/2016 Existing with Project PM Synchro 10 Report Page 10 Intersection Int Delay, s/veh 71 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 237 217 10 1 208 73 64 0 52 55 0 280 Future Vol, veh/h 237 217 10 1 208 73 64 0 52 55 0 280 Conflicting Peds, #/hr 0 0 10 0 0 10 0 0 10 0 0 10 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 ----------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 81 81 81 81 81 81 81 81 81 81 81 81 Heavy Vehicles, % 2 22222222222 Mvmt Flow 293 268 12 1 257 90 79 0 64 68 0 346 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 357 0 0 290 0 0 1357 1229 294 1216 1190 322 Stage 1 ------870870-314314- Stage 2 ------487359-902876- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1202 - - 1272 - - 126 178 745 158 188 719 Stage 1 ------346369-697656- Stage 2 ------562627-332367- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1191 - - 1260 - - ~ 51 131 731 115 139 705 Mov Cap-2 Maneuver ------~ 51131-115139- Stage 1 ------258275-521649- Stage 2 ------283620-226274- Approach EB WB NB SB HCM Control Delay, s 4.6 0 $ 419.3 102.3 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 87 1191 - - 1260 - - 383 HCM Lane V/C Ratio 1.646 0.246 - - 0.001 - - 1.08 HCM Control Delay (s) $ 419.3 9 - - 7.9 0 - 102.3 HCM Lane LOS F A - - A A - F HCM 95th %tile Q(veh) 11.6 1 - - 0 - - 14.5 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\Appendices\Appendices.3022.doc APPENDIX D NEAR-TERM PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS Acadia Neat-Term AM 1: SR 125 SB Ramps & Otay Lakes Rd 08/30/2019 Acadia 09/22/2016 Neat-Term AM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1774 54 0 1230 145 0 0 0 293 0 80 Future Volume (veh/h) 0 1774 54 0 1230 145 0 0 0 293 0 80 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1867 57 0 1295 153 308 0 84 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %022022 202 Cap, veh/h 0 3408 1023 0 3408 1232 439 0 201 Arrive On Green 0.00 0.67 0.67 0.00 0.67 0.67 0.13 0.00 0.13 Sat Flow, veh/h 0 5274 1533 0 5274 1545 3456 0 1585 Grp Volume(v), veh/h 0 1867 57 0 1295 153 308 0 84 Grp Sat Flow(s),veh/h/ln 0 1702 1533 0 1702 1545 1728 0 1585 Q Serve(g_s), s 0.0 10.5 0.7 0.0 6.2 1.2 4.7 0.0 2.7 Cycle Q Clear(g_c), s 0.0 10.5 0.7 0.0 6.2 1.2 4.7 0.0 2.7 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3408 1023 0 3408 1232 439 0 201 V/C Ratio(X) 0.00 0.55 0.06 0.00 0.38 0.12 0.70 0.00 0.42 Avail Cap(c_a), veh/h 0 3408 1023 0 3408 1232 534 0 245 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.93 0.93 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 4.8 3.2 0.0 4.1 1.3 23.0 0.0 22.1 Incr Delay (d2), s/veh 0.0 0.6 0.1 0.0 0.3 0.2 3.3 0.0 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.3 0.2 0.0 1.4 0.4 2.0 0.0 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 5.4 3.3 0.0 4.4 1.5 26.3 0.0 23.6 LnGrp LOS AAAAAA CAC Approach Vol, veh/h 1924 1448 392 Approach Delay, s/veh 5.4 4.1 25.7 Approach LOS A A C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 42.5 12.5 42.5 Change Period (Y+Rc), s 5.8 5.5 5.8 Max Green Setting (Gmax), s 35.2 8.5 35.2 Max Q Clear Time (g_c+I1), s 12.5 6.7 8.2 Green Ext Time (p_c), s 20.1 0.3 18.8 Intersection Summary HCM 6th Ctrl Delay 7.0 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. Acadia Neat-Term AM 2: Otay Lakes Rd & SR 125 NB Ramps 08/30/2019 Acadia 09/22/2016 Neat-Term AM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1905 161 0 1348 559 27 0 141 0 0 0 Future Volume (veh/h) 0 1905 161 0 1348 559 27 0 141 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 2005 169 0 1419 588 28 0 148 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 22022202 Cap, veh/h 0 3521 1191 0 3521 1058 150 0 236 Arrive On Green 0.00 0.69 0.69 0.00 0.69 0.69 0.08 0.00 0.08 Sat Flow, veh/h 0 5274 1534 0 5274 1534 1781 0 2790 Grp Volume(v), veh/h 0 2005 169 0 1419 588 28 0 148 Grp Sat Flow(s),veh/h/ln 0 1702 1534 0 1702 1534 1781 0 1395 Q Serve(g_s), s 0.0 10.0 1.4 0.0 6.0 9.7 0.7 0.0 2.6 Cycle Q Clear(g_c), s 0.0 10.0 1.4 0.0 6.0 9.7 0.7 0.0 2.6 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3521 1191 0 3521 1058 150 0 236 V/C Ratio(X) 0.00 0.57 0.14 0.00 0.40 0.56 0.19 0.00 0.63 Avail Cap(c_a), veh/h 0 3521 1191 0 3521 1058 196 0 307 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.79 0.79 0.00 0.54 0.54 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 4.0 1.4 0.0 3.3 3.9 21.3 0.0 22.1 Incr Delay (d2), s/veh 0.0 0.5 0.2 0.0 0.2 1.1 0.6 0.0 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 1.8 0.3 0.0 1.0 1.7 0.3 0.0 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 4.5 1.6 0.0 3.5 5.1 21.9 0.0 25.1 LnGrp LOS A AAAAACAC Approach Vol, veh/h 2174 2007 176 Approach Delay, s/veh 4.3 4.0 24.6 Approach LOS A A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 40.3 40.3 9.7 Change Period (Y+Rc), s 5.8 5.8 5.5 Max Green Setting (Gmax), s 33.2 33.2 5.5 Max Q Clear Time (g_c+I1), s 12.0 11.7 4.6 Green Ext Time (p_c), s 19.6 18.8 0.1 Intersection Summary HCM 6th Ctrl Delay 5.0 HCM 6th LOS A Acadia Neat-Term AM 3: Otay Lakes Rd & Eastlake Pkwy 08/30/2019 Acadia 09/22/2016 Neat-Term AM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 507 901 308 248 898 83 593 402 181 46 219 249 Future Volume (veh/h) 507 901 308 248 898 83 593 402 181 46 219 249 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.97 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 534 948 324 261 945 87 624 423 191 48 231 262 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 470 1923 991 317 1577 145 553 1201 667 103 738 533 Arrive On Green 0.14 0.38 0.38 0.09 0.33 0.33 0.16 0.34 0.34 0.03 0.21 0.21 Sat Flow, veh/h 3456 5106 2631 3456 4746 436 3456 3554 1542 3456 3554 1527 Grp Volume(v), veh/h 534 948 324 261 677 355 624 423 191 48 231 262 Grp Sat Flow(s),veh/h/ln1728 1702 1315 1728 1702 1777 1728 1777 1542 1728 1777 1527 Q Serve(g_s), s 17.0 17.8 10.9 9.3 20.7 20.8 20.0 11.2 10.1 1.7 6.9 17.0 Cycle Q Clear(g_c), s 17.0 17.8 10.9 9.3 20.7 20.8 20.0 11.2 10.1 1.7 6.9 17.0 Prop In Lane 1.00 1.00 1.00 0.25 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 470 1923 991 317 1131 591 553 1201 667 103 738 533 V/C Ratio(X) 1.14 0.49 0.33 0.82 0.60 0.60 1.13 0.35 0.29 0.47 0.31 0.49 Avail Cap(c_a), veh/h 470 1923 991 415 1131 591 553 1450 774 138 1023 655 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.83 0.83 0.83 0.76 0.76 0.76 1.00 1.00 1.00 0.93 0.93 0.93 Uniform Delay (d), s/veh54.0 29.8 27.7 55.8 34.8 34.8 52.5 31.1 23.2 59.7 42.0 32.5 Incr Delay (d2), s/veh 81.3 0.8 0.7 6.0 1.8 3.4 78.8 0.2 0.3 3.7 0.3 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln12.7 7.4 3.6 4.3 8.9 9.6 14.7 4.9 3.7 0.8 3.1 6.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 135.3 30.6 28.4 61.7 36.6 38.3 131.3 31.3 23.5 63.3 42.2 33.3 LnGrp LOS F C C E D D F C C E D C Approach Vol, veh/h 1806 1293 1238 541 Approach Delay, s/veh 61.2 42.1 80.5 39.8 Approach LOS E D F D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s15.5 54.1 24.0 31.5 21.0 48.5 7.7 47.8 Change Period (Y+Rc), s 4.0 * 7 4.0 5.5 4.0 * 7 4.0 5.5 Max Green Setting (Gmax), s15.0 * 34 20.0 36.0 17.0 * 32 5.0 51.0 Max Q Clear Time (g_c+I1), s11.3 19.8 22.0 19.0 19.0 22.8 3.7 13.2 Green Ext Time (p_c), s 0.2 8.5 0.0 2.7 0.0 5.3 0.0 4.7 Intersection Summary HCM 6th Ctrl Delay 58.7 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Neat-Term AM 4: Otay Lakes Rd & Lane Ave 08/30/2019 Acadia 09/22/2016 Neat-Term AM Synchro 10 Report Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 564 565 944 104 65 285 Future Volume (veh/h) 564 565 944 104 65 285 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 600 601 1004 111 69 303 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222 Cap, veh/h 724 3265 1676 185 256 456 Arrive On Green 0.21 0.64 0.36 0.36 0.14 0.14 Sat Flow, veh/h 3456 5274 4811 512 1781 3170 Grp Volume(v), veh/h 600 601 735 380 69 303 Grp Sat Flow(s),veh/h/ln1728 1702 1702 1751 1781 1585 Q Serve(g_s), s 8.4 2.4 8.9 9.0 1.8 4.6 Cycle Q Clear(g_c), s 8.4 2.4 8.9 9.0 1.8 4.6 Prop In Lane 1.00 0.29 1.00 1.00 Lane Grp Cap(c), veh/h 724 3265 1229 632 256 456 V/C Ratio(X) 0.83 0.18 0.60 0.60 0.27 0.66 Avail Cap(c_a), veh/h 851 3620 1341 690 982 1748 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh19.2 3.7 13.2 13.2 19.4 20.6 Incr Delay (d2), s/veh 5.2 0.1 1.7 3.4 0.2 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.5 0.5 3.2 3.6 0.7 4.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.4 3.8 15.0 16.6 19.6 21.2 LnGrp LOS C ABBBC Approach Vol, veh/h 1201 1115 372 Approach Delay, s/veh 14.1 15.5 20.9 Approach LOS B B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 38.5 12.3 14.1 24.3 Change Period (Y+Rc), s * 6 5.0 3.5 * 6 Max Green Setting (Gmax), s * 36 28.0 12.5 * 20 Max Q Clear Time (g_c+I1), s 4.4 6.6 10.4 11.0 Green Ext Time (p_c), s 10.5 0.7 0.2 7.2 Intersection Summary HCM 6th Ctrl Delay 15.6 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. Acadia Neat-Term AM 5: Otay Lakes Rd & Fenton St 08/30/2019 Acadia 09/22/2016 Neat-Term AM Synchro 10 Report Page 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 152 477 1003 206 59 44 Future Volume (veh/h) 152 477 1003 206 59 44 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 163 513 1078 222 63 47 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222 Cap, veh/h 240 3426 1858 382 113 101 Arrive On Green 0.14 0.67 0.44 0.44 0.06 0.06 Sat Flow, veh/h 1781 5274 4379 866 1781 1585 Grp Volume(v), veh/h 163 513 871 429 63 47 Grp Sat Flow(s),veh/h/ln1781 1702 1702 1673 1781 1585 Q Serve(g_s), s 3.7 1.6 8.1 8.1 1.4 1.2 Cycle Q Clear(g_c), s 3.7 1.6 8.1 8.1 1.4 1.2 Prop In Lane 1.00 0.52 1.00 1.00 Lane Grp Cap(c), veh/h 240 3426 1502 738 113 101 V/C Ratio(X) 0.68 0.15 0.58 0.58 0.56 0.47 Avail Cap(c_a), veh/h 338 3967 1677 824 1308 1164 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh17.4 2.5 8.9 8.9 19.2 19.1 Incr Delay (d2), s/veh 1.2 0.0 0.8 1.6 3.8 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.4 0.2 2.3 2.4 0.6 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.6 2.6 9.7 10.5 23.0 22.1 LnGrp LOS B A A B C C Approach Vol, veh/h 676 1300 110 Approach Delay, s/veh 6.5 9.9 22.6 Approach LOS A A C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 34.5 7.7 9.7 24.8 Change Period (Y+Rc), s 6.2 5.0 4.0 6.2 Max Green Setting (Gmax), s 32.8 31.0 8.0 20.8 Max Q Clear Time (g_c+I1), s 3.6 3.4 5.7 10.1 Green Ext Time (p_c), s 6.9 0.3 0.0 8.4 Intersection Summary HCM 6th Ctrl Delay 9.5 HCM 6th LOS A Acadia Neat-Term AM 6: Otay Lakes Rd & Hunte Pkwy 08/30/2019 Acadia 09/22/2016 Neat-Term AM Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 193 157 186 190 506 66 425 609 83 28 409 277 Future Volume (veh/h) 193 157 186 190 506 66 425 609 83 28 409 277 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 222 180 214 218 582 76 489 700 95 32 470 318 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 220 796 370 165 1112 345 330 1292 576 71 1025 457 Arrive On Green 0.06 0.23 0.23 0.05 0.22 0.22 0.10 0.36 0.36 0.02 0.29 0.29 Sat Flow, veh/h 3456 3404 1585 3456 5106 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 222 180 214 218 582 76 489 700 95 32 470 318 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 4.0 2.7 7.5 3.0 6.3 2.5 6.0 9.8 2.5 0.6 6.8 11.2 Cycle Q Clear(g_c), s 4.0 2.7 7.5 3.0 6.3 2.5 6.0 9.8 2.5 0.6 6.8 11.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 220 796 370 165 1112 345 330 1292 576 71 1025 457 V/C Ratio(X) 1.01 0.23 0.58 1.32 0.52 0.22 1.48 0.54 0.16 0.45 0.46 0.70 Avail Cap(c_a), veh/h 220 1572 732 165 2277 707 330 1924 858 165 1755 783 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh29.4 19.5 21.3 29.9 21.7 20.2 28.4 15.8 13.5 30.4 18.3 19.9 Incr Delay (d2), s/veh 62.8 0.2 1.9 180.1 0.5 0.4 232.0 0.4 0.2 1.7 0.4 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.5 1.0 2.8 5.3 2.4 0.9 13.0 3.7 0.9 0.2 2.6 4.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 92.2 19.7 23.2 210.0 22.2 20.6 260.4 16.3 13.7 32.1 18.7 22.2 LnGrp LOS F B C F C C F B B C B C Approach Vol, veh/h 616 876 1284 820 Approach Delay, s/veh 47.0 68.8 109.1 20.6 Approach LOS D E F C Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s7.0 21.7 10.0 24.1 8.0 20.7 5.3 28.8 Change Period (Y+Rc), s 4.0 * 7 4.0 * 6 4.0 * 7 4.0 * 6 Max Green Setting (Gmax), s3.0 * 29 6.0 * 31 4.0 * 28 3.0 * 34 Max Q Clear Time (g_c+I1), s5.0 9.5 8.0 13.2 6.0 8.3 2.6 11.8 Green Ext Time (p_c), s 0.0 3.2 0.0 4.9 0.0 5.4 0.0 6.3 Intersection Summary HCM 6th Ctrl Delay 68.4 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Neat-Term AM 7: Eastlake Pkwy & Fenton St 08/30/2019 Acadia 09/22/2016 Neat-Term AM Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 71 130 54 211 114 52 124 467 253 98 298 107 Future Volume (veh/h) 71 130 54 211 114 52 124 467 253 98 298 107 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 76 138 57 224 121 55 132 497 269 104 317 114 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 115 209 268 586 203 92 217 621 335 133 751 264 Arrive On Green 0.18 0.18 0.18 0.17 0.17 0.17 0.06 0.28 0.28 0.07 0.29 0.29 Sat Flow, veh/h 653 1185 1520 3456 1199 545 3456 2203 1187 1781 2555 898 Grp Volume(v), veh/h 214 0 57 224 0 176 132 400 366 104 218 213 Grp Sat Flow(s),veh/h/ln1838 0 1520 1728 0 1744 1728 1777 1613 1781 1777 1677 Q Serve(g_s), s 6.7 0.0 2.0 3.6 0.0 5.8 2.3 13.0 13.1 3.6 6.1 6.4 Cycle Q Clear(g_c), s 6.7 0.0 2.0 3.6 0.0 5.8 2.3 13.0 13.1 3.6 6.1 6.4 Prop In Lane 0.36 1.00 1.00 0.31 1.00 0.74 1.00 0.54 Lane Grp Cap(c), veh/h 323 0 268 586 0 296 217 501 455 133 522 493 V/C Ratio(X) 0.66 0.00 0.21 0.38 0.00 0.60 0.61 0.80 0.80 0.78 0.42 0.43 Avail Cap(c_a), veh/h 686 0 568 1279 0 646 406 543 493 181 522 493 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh23.9 0.0 21.9 22.9 0.0 23.8 28.4 20.7 20.7 28.2 17.7 17.7 Incr Delay (d2), s/veh 2.3 0.0 0.4 0.4 0.0 1.9 1.0 8.3 9.4 9.6 0.8 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.9 0.0 0.7 1.4 0.0 2.4 0.9 6.1 5.7 1.8 2.4 2.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.2 0.0 22.3 23.3 0.0 25.7 29.4 29.0 30.1 37.9 18.4 18.6 LnGrp LOS C A C C A CCCCDBB Approach Vol, veh/h 271 400 898 535 Approach Delay, s/veh 25.4 24.4 29.5 22.3 Approach LOS CCCC Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 15.9 7.4 23.3 15.5 8.1 22.5 Change Period (Y+Rc), s 5.0 3.5 5.0 5.0 3.5 5.0 Max Green Setting (Gmax), s 23.2 7.3 18.0 23.0 6.3 19.0 Max Q Clear Time (g_c+I1), s 8.7 4.3 8.4 7.8 5.6 15.1 Green Ext Time (p_c), s 1.2 0.0 2.4 1.6 0.0 2.2 Intersection Summary HCM 6th Ctrl Delay 26.2 HCM 6th LOS C Acadia Neat-Term AM 8: Lane Ave & Fenton St 08/30/2019 Acadia 09/22/2016 Neat-Term AM Synchro 10 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 80 150 36 67 104 75 51 233 255 156 269 131 Future Volume (veh/h) 80 150 36 67 104 75 51 233 255 156 269 131 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.95 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 92 172 41 77 120 86 59 268 293 179 309 151 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 117 328 331 97 307 450 73 524 445 226 882 420 Arrive On Green 0.07 0.18 0.18 0.05 0.16 0.16 0.04 0.29 0.29 0.13 0.38 0.38 Sat Flow, veh/h 1781 1870 1520 1781 1870 1517 1781 1777 1507 1781 2314 1101 Grp Volume(v), veh/h 92 172 41 77 120 86 59 268 293 179 235 225 Grp Sat Flow(s),veh/h/ln1781 1870 1520 1781 1870 1517 1781 1777 1507 1781 1777 1638 Q Serve(g_s), s 2.5 4.1 1.1 2.1 2.8 2.1 1.6 6.1 8.3 4.8 4.6 4.8 Cycle Q Clear(g_c), s 2.5 4.1 1.1 2.1 2.8 2.1 1.6 6.1 8.3 4.8 4.6 4.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 Lane Grp Cap(c), veh/h 117 328 331 97 307 450 73 524 445 226 677 624 V/C Ratio(X) 0.79 0.52 0.12 0.80 0.39 0.19 0.81 0.51 0.66 0.79 0.35 0.36 Avail Cap(c_a), veh/h 201 882 781 164 843 885 248 765 649 347 863 796 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh22.5 18.3 15.4 22.8 18.2 13.0 23.2 14.3 15.1 20.7 10.8 10.8 Incr Delay (d2), s/veh 4.4 0.7 0.1 5.5 0.4 0.1 7.9 0.9 2.0 3.2 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.1 1.6 0.3 0.9 1.1 0.6 0.8 2.2 2.7 2.0 1.6 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.9 19.0 15.5 28.3 18.6 13.1 31.1 15.2 17.1 23.9 11.1 11.3 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 305 283 620 639 Approach Delay, s/veh 20.9 19.6 17.6 14.8 Approach LOS C B B B Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.1 13.6 5.5 23.6 6.7 13.0 9.7 19.4 Change Period (Y+Rc), s 3.5 5.0 3.5 5.0 3.5 5.0 3.5 5.0 Max Green Setting (Gmax), s4.5 23.0 6.8 23.7 5.5 22.0 9.5 21.0 Max Q Clear Time (g_c+I1), s4.1 6.1 3.6 6.8 4.5 4.8 6.8 10.3 Green Ext Time (p_c), s 0.0 0.7 0.0 3.1 0.0 0.6 0.0 3.1 Intersection Summary HCM 6th Ctrl Delay 17.5 HCM 6th LOS B Acadia Neat-Term AM 9: Fenton St & Showroom Pl 08/30/2019 Acadia 09/22/2016 Neat-Term AM Synchro 10 Report Page 9 Intersection Intersection Delay, s/veh10.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 45 56 21 51 210 97 3 0 12 34 0 29 Future Vol, veh/h 45 56 21 51 210 97 3 0 12 34 0 29 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 Heavy Vehicles, % 2 22222222222 Mvmt Flow 63 79 30 72 296 137 4 0 17 48 0 41 Number of Lanes 1 10011010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 8.9 11.7 8.3 9.1 HCM LOS A B A A Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, % 20% 100% 0% 20% 0% 54% Vol Thru, % 0% 0% 73% 80% 0% 0% Vol Right, % 80% 0% 27% 0% 100% 46% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 15 45 77 261 97 63 LT Vol 3 45 0 51 0 34 Through Vol 0 0 56 210 0 0 RT Vol 12 0 21 0 97 29 Lane Flow Rate 21 63 108 368 137 89 Geometry Grp 277772 Degree of Util (X) 0.03 0.102 0.153 0.519 0.162 0.13 Departure Headway (Hd) 5.111 5.775 5.08 5.079 4.278 5.263 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 696 619 704 709 836 679 Service Time 3.176 3.525 2.829 2.818 2.016 3.316 HCM Lane V/C Ratio 0.03 0.102 0.153 0.519 0.164 0.131 HCM Control Delay 8.3 9.2 8.8 13.2 7.8 9.1 HCM Lane LOS AAABAA HCM 95th-tile Q 0.1 0.3 0.5 3 0.6 0.4 Acadia Neat-Term AM 10: Fenton St & Harold Pl 08/30/2019 Acadia 09/22/2016 Neat-Term AM Synchro 10 Report Page 10 Intersection Int Delay, s/veh 3.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 183 126 128 35 116 45 8 0 1 15 0 42 Future Vol, veh/h 183 126 128 35 116 45 8 0 1 15 0 42 Conflicting Peds, #/hr 0 0 10 0 0 10 0 0 10 0 0 10 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 ----------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 206 142 144 39 130 51 9 0 1 17 0 47 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 191 0 0 296 0 0 903 905 234 881 952 176 Stage 1 ------636636-244244- Stage 2 ------267269-637708- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1383 - - 1265 - - 258 276 805 267 259 867 Stage 1 ------466472-760704- Stage 2 ------738687-465438- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1370 - - 1253 - - 206 222 790 225 208 851 Mov Cap-2 Maneuver ------206222-225208- Stage 1 ------392397-640672- Stage 2 ------666656-391369- Approach EB WB NB SB HCM Control Delay, s 3.4 1.4 21.8 13.4 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 224 1370 - - 1253 - - 491 HCM Lane V/C Ratio 0.045 0.15 - - 0.031 - - 0.13 HCM Control Delay (s) 21.8 8.1 - - 8 0 - 13.4 HCM Lane LOS C A - - A A - B HCM 95th %tile Q(veh) 0.1 0.5 - - 0.1 - - 0.4 Acadia Near-Term PM 1: SR 125 SB Ramps & Otay Lakes Rd 08/30/2019 Acadia 09/22/2016 Near-Term PM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 2053 27 0 1991 113 0 0 0 559 0 113 Future Volume (veh/h) 0 2053 27 0 1991 113 0 0 0 559 0 113 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 2116 28 0 2053 116 576 0 116 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %022022 202 Cap, veh/h 0 3106 931 0 3106 1254 703 0 322 Arrive On Green 0.00 0.61 0.61 0.00 0.61 0.61 0.20 0.00 0.20 Sat Flow, veh/h 0 5274 1531 0 5274 1531 3456 0 1585 Grp Volume(v), veh/h 0 2116 28 0 2053 116 576 0 116 Grp Sat Flow(s),veh/h/ln 0 1702 1531 0 1702 1531 1728 0 1585 Q Serve(g_s), s 0.0 16.6 0.4 0.0 15.8 0.9 9.6 0.0 3.8 Cycle Q Clear(g_c), s 0.0 16.6 0.4 0.0 15.8 0.9 9.6 0.0 3.8 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3106 931 0 3106 1254 703 0 322 V/C Ratio(X) 0.00 0.68 0.03 0.00 0.66 0.09 0.82 0.00 0.36 Avail Cap(c_a), veh/h 0 3106 931 0 3106 1254 778 0 357 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.79 0.79 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 7.9 4.7 0.0 7.7 1.2 22.8 0.0 20.5 Incr Delay (d2), s/veh 0.0 1.2 0.1 0.0 0.9 0.1 6.5 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 %ile BackOfQ(50%),veh/ln 0.0 4.8 0.1 0.0 4.4 0.5 4.2 0.0 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 9.1 4.8 0.0 8.6 1.3 29.3 0.0 21.3 LnGrp LOS AAAAAA CAC Approach Vol, veh/h 2144 2169 692 Approach Delay, s/veh 9.0 8.2 28.0 Approach LOS A A C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 42.3 17.7 42.3 Change Period (Y+Rc), s 5.8 5.5 5.8 Max Green Setting (Gmax), s 35.2 13.5 35.2 Max Q Clear Time (g_c+I1), s 18.6 11.6 17.8 Green Ext Time (p_c), s 15.6 0.6 16.4 Intersection Summary HCM 6th Ctrl Delay 11.3 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. Acadia Near-Term PM 2: Otay Lakes Rd & SR 125 NB Ramps 08/30/2019 Acadia 09/22/2016 Near-Term PM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 2501 112 0 2070 393 34 0 181 0 0 0 Future Volume (veh/h) 0 2501 112 0 2070 393 34 0 181 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 2661 119 0 2202 418 36 0 193 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 22022202 Cap, veh/h 0 3431 1192 0 3431 1030 182 0 285 Arrive On Green 0.00 0.67 0.67 0.00 0.67 0.67 0.10 0.00 0.10 Sat Flow, veh/h 0 5274 1533 0 5274 1533 1781 0 2790 Grp Volume(v), veh/h 0 2661 119 0 2202 418 36 0 193 Grp Sat Flow(s),veh/h/ln 0 1702 1533 0 1702 1533 1781 0 1395 Q Serve(g_s), s 0.0 17.8 1.0 0.0 12.4 6.1 0.9 0.0 3.3 Cycle Q Clear(g_c), s 0.0 17.8 1.0 0.0 12.4 6.1 0.9 0.0 3.3 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3431 1192 0 3431 1030 182 0 285 V/C Ratio(X) 0.00 0.78 0.10 0.00 0.64 0.41 0.20 0.00 0.68 Avail Cap(c_a), veh/h 0 3431 1192 0 3431 1030 182 0 285 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.63 0.63 0.00 0.33 0.33 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 5.6 1.4 0.0 4.7 3.7 20.6 0.0 21.7 Incr Delay (d2), s/veh 0.0 1.1 0.1 0.0 0.3 0.4 0.6 0.0 6.5 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/ln0.0 3.4 0.2 0.0 2.2 1.1 0.4 0.0 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 6.7 1.5 0.0 5.0 4.1 21.1 0.0 28.1 LnGrp LOS A AAAAACAC Approach Vol, veh/h 2780 2620 229 Approach Delay, s/veh 6.5 4.9 27.0 Approach LOS A A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 39.4 39.4 10.6 Change Period (Y+Rc), s 5.8 5.8 5.5 Max Green Setting (Gmax), s 33.6 33.6 5.1 Max Q Clear Time (g_c+I1), s 19.8 14.4 5.3 Green Ext Time (p_c), s 13.6 18.6 0.0 Intersection Summary HCM 6th Ctrl Delay 6.6 HCM 6th LOS A Acadia Near-Term PM 3: Otay Lakes Rd & Eastlake Pkwy 08/30/2019 Acadia 09/22/2016 Near-Term PM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 508 937 751 390 939 77 499 491 245 155 712 569 Future Volume (veh/h) 508 937 751 390 939 77 499 491 245 155 712 569 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 524 966 774 402 968 79 514 506 253 160 734 587 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 421 1487 773 361 1314 107 391 1286 724 222 1112 675 Arrive On Green 0.12 0.29 0.29 0.10 0.27 0.27 0.11 0.36 0.36 0.06 0.31 0.31 Sat Flow, veh/h 3456 5106 2652 3456 4799 391 3456 3554 1544 3456 3554 1540 Grp Volume(v), veh/h 524 966 774 402 686 361 514 506 253 160 734 587 Grp Sat Flow(s),veh/h/ln1728 1702 1326 1728 1702 1785 1728 1777 1544 1728 1777 1540 Q Serve(g_s), s 14.0 19.0 33.5 12.0 21.1 21.2 13.0 12.2 12.0 5.2 20.6 36.0 Cycle Q Clear(g_c), s 14.0 19.0 33.5 12.0 21.1 21.2 13.0 12.2 12.0 5.2 20.6 36.0 Prop In Lane 1.00 1.00 1.00 0.22 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 421 1487 773 361 932 489 391 1286 724 222 1112 675 V/C Ratio(X) 1.25 0.65 1.00 1.11 0.74 0.74 1.32 0.39 0.35 0.72 0.66 0.87 Avail Cap(c_a), veh/h 421 1487 773 361 932 489 391 1286 724 300 1112 675 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.65 0.65 0.65 0.82 0.82 0.82 1.00 1.00 1.00 0.23 0.23 0.23 Uniform Delay (d), s/veh50.5 35.6 40.8 51.5 38.0 38.0 51.0 27.3 19.6 52.8 34.2 29.7 Incr Delay (d2), s/veh 123.2 1.4 26.5 78.0 4.3 8.0 159.2 0.2 0.3 1.5 0.4 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln13.2 8.0 13.6 9.1 9.3 10.3 14.2 5.2 4.3 2.3 8.9 15.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 173.7 37.1 67.3 129.5 42.2 46.0 210.2 27.5 19.9 54.3 34.6 32.8 LnGrp LOS F D F F D D F C B D C C Approach Vol, veh/h 2264 1449 1273 1481 Approach Delay, s/veh 79.0 67.4 99.8 36.0 Approach LOS E E F D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s16.0 40.5 17.0 41.5 18.0 38.5 11.4 47.1 Change Period (Y+Rc), s 4.0 * 7 4.0 5.5 4.0 * 7 4.0 5.5 Max Green Setting (Gmax), s12.0 * 34 13.0 36.0 14.0 * 32 10.0 39.0 Max Q Clear Time (g_c+I1), s14.0 35.5 15.0 38.0 16.0 23.2 7.2 14.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 5.2 0.1 5.5 Intersection Summary HCM 6th Ctrl Delay 70.6 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Near-Term PM 4: Otay Lakes Rd & Lane Ave 08/30/2019 Acadia 09/22/2016 Near-Term PM Synchro 10 Report Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 453 884 706 88 119 579 Future Volume (veh/h) 453 884 706 88 119 579 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 487 951 759 95 128 623 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222 Cap, veh/h 607 2800 1409 175 444 791 Arrive On Green 0.18 0.55 0.31 0.31 0.25 0.25 Sat Flow, veh/h 3456 5274 4740 567 1781 3170 Grp Volume(v), veh/h 487 951 563 291 128 623 Grp Sat Flow(s),veh/h/ln1728 1702 1702 1735 1781 1585 Q Serve(g_s), s 7.4 5.6 7.5 7.6 3.2 10.0 Cycle Q Clear(g_c), s 7.4 5.6 7.5 7.6 3.2 10.0 Prop In Lane 1.00 0.33 1.00 1.00 Lane Grp Cap(c), veh/h 607 2800 1049 535 444 791 V/C Ratio(X) 0.80 0.34 0.54 0.54 0.29 0.79 Avail Cap(c_a), veh/h 794 3380 1252 638 917 1632 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh21.5 6.8 15.6 15.6 16.5 19.1 Incr Delay (d2), s/veh 3.3 0.3 1.6 3.1 0.1 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.0 1.6 2.8 3.1 1.2 8.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.8 7.1 17.2 18.7 16.6 19.7 LnGrp LOS C ABBBB Approach Vol, veh/h 1438 854 751 Approach Delay, s/veh 13.1 17.7 19.2 Approach LOS B B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 35.8 18.6 13.1 22.8 Change Period (Y+Rc), s * 6 5.0 3.5 * 6 Max Green Setting (Gmax), s * 36 28.0 12.5 * 20 Max Q Clear Time (g_c+I1), s 7.6 12.0 9.4 9.6 Green Ext Time (p_c), s 16.0 1.6 0.2 6.9 Intersection Summary HCM 6th Ctrl Delay 15.9 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. Acadia Near-Term PM 5: Otay Lakes Rd & Fenton St 08/30/2019 Acadia 09/22/2016 Near-Term PM Synchro 10 Report Page 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 167 836 589 165 219 206 Future Volume (veh/h) 167 836 589 165 219 206 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 190 950 669 188 249 234 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222 Cap, veh/h 257 2856 1306 360 369 328 Arrive On Green 0.14 0.56 0.33 0.33 0.21 0.21 Sat Flow, veh/h 1781 5274 4103 1083 1781 1585 Grp Volume(v), veh/h 190 950 577 280 249 234 Grp Sat Flow(s),veh/h/ln1781 1702 1702 1614 1781 1585 Q Serve(g_s), s 4.9 4.8 6.5 6.7 6.2 6.6 Cycle Q Clear(g_c), s 4.9 4.8 6.5 6.7 6.2 6.6 Prop In Lane 1.00 0.67 1.00 1.00 Lane Grp Cap(c), veh/h 257 2856 1130 536 369 328 V/C Ratio(X) 0.74 0.33 0.51 0.52 0.68 0.71 Avail Cap(c_a), veh/h 297 3491 1476 700 1151 1024 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh19.7 5.7 12.9 13.0 17.5 17.7 Incr Delay (d2), s/veh 6.4 0.1 0.8 1.7 2.0 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.3 1.2 2.2 2.3 2.4 5.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.0 5.9 13.7 14.6 19.5 20.3 LnGrp LOS C ABBBC Approach Vol, veh/h 1140 857 483 Approach Delay, s/veh 9.2 14.0 19.9 Approach LOS A B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 33.0 14.9 10.9 22.1 Change Period (Y+Rc), s 6.2 5.0 4.0 6.2 Max Green Setting (Gmax), s 32.8 31.0 8.0 20.8 Max Q Clear Time (g_c+I1), s 6.8 8.6 6.9 8.7 Green Ext Time (p_c), s 12.7 1.4 0.0 6.9 Intersection Summary HCM 6th Ctrl Delay 12.9 HCM 6th LOS B Acadia Near-Term PM 6: Otay Lakes Rd & Hunte Pkwy 08/30/2019 Acadia 09/22/2016 Near-Term PM Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 188 427 441 71 311 15 305 213 43 59 207 138 Future Volume (veh/h) 188 427 441 71 311 15 305 213 43 59 207 138 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 196 445 459 74 324 16 318 222 45 61 216 144 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 166 1281 597 133 1872 581 332 769 343 112 542 242 Arrive On Green 0.05 0.38 0.38 0.04 0.37 0.37 0.10 0.22 0.22 0.03 0.15 0.15 Sat Flow, veh/h 3456 3404 1585 3456 5106 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 196 445 459 74 324 16 318 222 45 61 216 144 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 3.0 5.9 15.9 1.3 2.7 0.4 5.7 3.3 1.4 1.1 3.4 5.3 Cycle Q Clear(g_c), s 3.0 5.9 15.9 1.3 2.7 0.4 5.7 3.3 1.4 1.1 3.4 5.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 166 1281 597 133 1872 581 332 769 343 112 542 242 V/C Ratio(X) 1.18 0.35 0.77 0.56 0.17 0.03 0.96 0.29 0.13 0.55 0.40 0.60 Avail Cap(c_a), veh/h 166 1582 737 166 2373 737 332 1822 813 277 1765 787 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh29.7 14.0 17.1 29.5 13.4 12.6 28.1 20.4 19.7 29.7 23.9 24.6 Incr Delay (d2), s/veh 126.4 0.2 4.5 1.4 0.1 0.0 37.7 0.2 0.2 1.5 0.6 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.1 2.1 5.9 0.5 0.9 0.1 4.0 1.3 0.5 0.5 1.4 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 156.1 14.2 21.6 30.9 13.4 12.7 65.8 20.7 19.9 31.3 24.4 27.5 LnGrp LOS F B C C B B E C B C C C Approach Vol, veh/h 1100 414 585 421 Approach Delay, s/veh 42.5 16.5 45.1 26.5 Approach LOS D B D C Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.4 30.5 10.0 15.5 7.0 29.9 6.0 19.5 Change Period (Y+Rc), s 4.0 * 7 4.0 * 6 4.0 * 7 4.0 * 6 Max Green Setting (Gmax), s3.0 * 29 6.0 * 31 3.0 * 29 5.0 * 32 Max Q Clear Time (g_c+I1), s3.3 17.9 7.7 7.3 5.0 4.7 3.1 5.3 Green Ext Time (p_c), s 0.0 5.6 0.0 2.2 0.0 2.9 0.0 1.9 Intersection Summary HCM 6th Ctrl Delay 36.2 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Near-Term PM 7: Eastlake Pkwy & Fenton St 08/30/2019 Acadia 09/22/2016 Near-Term PM Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 170 214 92 429 177 97 189 588 209 117 772 176 Future Volume (veh/h) 170 214 92 429 177 97 189 588 209 117 772 176 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 179 225 97 452 186 102 199 619 220 123 813 185 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 205 258 401 724 238 131 194 643 228 100 719 164 Arrive On Green 0.25 0.25 0.25 0.21 0.21 0.21 0.06 0.25 0.25 0.06 0.25 0.25 Sat Flow, veh/h 811 1019 1585 3456 1136 623 3456 2570 913 1781 2875 654 Grp Volume(v), veh/h 404 0 97 452 0 288 199 428 411 123 502 496 Grp Sat Flow(s),veh/h/ln1830 0 1585 1728 0 1758 1728 1777 1706 1781 1777 1753 Q Serve(g_s), s 16.9 0.0 3.9 9.5 0.0 12.4 4.5 19.0 19.1 4.5 20.0 20.0 Cycle Q Clear(g_c), s 16.9 0.0 3.9 9.5 0.0 12.4 4.5 19.0 19.1 4.5 20.0 20.0 Prop In Lane 0.44 1.00 1.00 0.35 1.00 0.53 1.00 0.37 Lane Grp Cap(c), veh/h 463 0 401 724 0 368 194 444 427 100 444 438 V/C Ratio(X) 0.87 0.00 0.24 0.62 0.00 0.78 1.02 0.96 0.96 1.23 1.13 1.13 Avail Cap(c_a), veh/h 549 0 476 994 0 506 194 444 427 100 444 438 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh28.7 0.0 23.8 28.7 0.0 29.9 37.7 29.6 29.6 37.7 30.0 30.0 Incr Delay (d2), s/veh 12.8 0.0 0.3 0.9 0.0 5.4 70.8 33.3 34.4 163.2 83.6 83.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln8.8 0.0 1.4 3.9 0.0 5.6 3.8 11.9 11.5 6.5 18.5 18.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.5 0.0 24.1 29.6 0.0 35.3 108.6 62.9 64.1 200.9 113.6 113.9 LnGrp LOS D A C C A D F E E F F F Approach Vol, veh/h 501 740 1038 1121 Approach Delay, s/veh 38.1 31.8 72.1 123.3 Approach LOS D C E F Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 25.2 8.0 25.0 21.8 8.0 25.0 Change Period (Y+Rc), s 5.0 3.5 5.0 5.0 3.5 5.0 Max Green Setting (Gmax), s 24.0 4.5 20.0 23.0 4.5 20.0 Max Q Clear Time (g_c+I1), s 18.9 6.5 22.0 14.4 6.5 21.1 Green Ext Time (p_c), s 1.3 0.0 0.0 2.4 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 75.2 HCM 6th LOS E Acadia Near-Term PM 8: Lane Ave & Fenton St 08/30/2019 Acadia 09/22/2016 Near-Term PM Synchro 10 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 185 177 66 214 252 204 56 324 162 134 327 172 Future Volume (veh/h) 185 177 66 214 252 204 56 324 162 134 327 172 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.95 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 210 201 75 243 286 232 64 368 184 152 372 195 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 256 377 379 290 414 508 81 562 275 191 696 358 Arrive On Green 0.14 0.20 0.20 0.16 0.22 0.22 0.05 0.25 0.25 0.11 0.31 0.31 Sat Flow, veh/h 1781 1870 1526 1781 1870 1529 1781 2265 1108 1781 2244 1155 Grp Volume(v), veh/h 210 201 75 243 286 232 64 287 265 152 293 274 Grp Sat Flow(s),veh/h/ln1781 1870 1526 1781 1870 1529 1781 1777 1596 1781 1777 1622 Q Serve(g_s), s 7.0 5.8 2.4 8.0 8.5 7.3 2.2 8.8 9.1 5.1 8.3 8.5 Cycle Q Clear(g_c), s 7.0 5.8 2.4 8.0 8.5 7.3 2.2 8.8 9.1 5.1 8.3 8.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.69 1.00 0.71 Lane Grp Cap(c), veh/h 256 377 379 290 414 508 81 441 396 191 551 503 V/C Ratio(X) 0.82 0.53 0.20 0.84 0.69 0.46 0.79 0.65 0.67 0.79 0.53 0.54 Avail Cap(c_a), veh/h 308 665 615 367 727 765 208 615 552 232 638 583 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh25.2 21.7 18.1 24.6 21.7 16.1 28.7 20.5 20.6 26.4 17.3 17.4 Incr Delay (d2), s/veh 11.7 0.6 0.1 10.5 1.1 0.3 6.4 2.0 2.4 11.8 1.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.6 2.4 0.8 4.0 3.6 2.4 1.0 3.6 3.4 2.6 3.2 3.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.0 22.3 18.2 35.2 22.9 16.5 35.1 22.4 23.0 38.3 18.3 18.5 LnGrp LOS D C B D C B DCCDBB Approach Vol, veh/h 486 761 616 719 Approach Delay, s/veh 28.0 24.8 24.0 22.6 Approach LOS CCCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s13.4 17.2 6.3 23.8 12.2 18.4 10.0 20.1 Change Period (Y+Rc), s 3.5 5.0 3.5 5.0 3.5 5.0 3.5 5.0 Max Green Setting (Gmax), s12.5 21.6 7.1 21.8 10.5 23.6 7.9 21.0 Max Q Clear Time (g_c+I1), s10.0 7.8 4.2 10.5 9.0 10.5 7.1 11.1 Green Ext Time (p_c), s 0.0 0.8 0.0 3.2 0.0 1.5 0.0 2.9 Intersection Summary HCM 6th Ctrl Delay 24.6 HCM 6th LOS C Acadia Near-Term PM 9: Fenton St & Showroom Pl 08/30/2019 Acadia 09/22/2016 Near-Term PM Synchro 10 Report Page 9 Intersection Intersection Delay, s/veh13.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 73 225 6 14 137 180 11 2 50 149 0 63 Future Vol, veh/h 73 225 6 14 137 180 11 2 50 149 0 63 Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Heavy Vehicles, % 2 22222222222 Mvmt Flow 95 292 8 18 178 234 14 3 65 194 0 82 Number of Lanes 1 10011010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 14.7 12 10.4 14.5 HCM LOS B B B B Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, % 17% 100% 0% 9% 0% 70% Vol Thru, % 3% 0% 97% 91% 0% 0% Vol Right, % 79% 0% 3% 0% 100% 30% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 63 73 231 151 180 212 LT Vol 11 73 0 14 0 149 Through Vol 2 0 225 137 0 0 RT Vol 50 0 6 0 180 63 Lane Flow Rate 82 95 300 196 234 275 Geometry Grp 277772 Degree of Util (X) 0.142 0.179 0.523 0.345 0.362 0.468 Departure Headway (Hd) 6.247 6.798 6.27 6.34 5.58 6.125 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 569 525 573 565 641 584 Service Time 4.346 4.569 4.041 4.113 3.352 4.199 HCM Lane V/C Ratio 0.144 0.181 0.524 0.347 0.365 0.471 HCM Control Delay 10.4 11.1 15.8 12.5 11.5 14.5 HCM Lane LOS B B C B B B HCM 95th-tile Q 0.5 0.6 3 1.5 1.6 2.5 Acadia Near-Term PM 10: Fenton St & Harold Pl 08/30/2019 Acadia 09/22/2016 Near-Term PM Synchro 10 Report Page 10 Intersection Int Delay, s/veh 108.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 262 204 20 1 177 81 71 0 57 61 0 309 Future Vol, veh/h 262 204 20 1 177 81 71 0 57 61 0 309 Conflicting Peds, #/hr 0 0 10 0 0 10 0 0 10 0 0 10 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 ----------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 81 81 81 81 81 81 81 81 81 81 81 81 Heavy Vehicles, % 2 22222222222 Mvmt Flow 323 252 25 1 219 100 88 0 70 75 0 381 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 329 0 0 287 0 0 1393 1252 285 1237 1214 289 Stage 1 ------921921-281281- Stage 2 ------472331-956933- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1231 - - 1275 - - 119 172 754 153 182 750 Stage 1 ------324349-726678- Stage 2 ------573645-310345- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1219 - - 1263 - - ~ 45 124 740 108 131 736 Mov Cap-2 Maneuver ------~ 45124-108131- Stage 1 ------236254-529671- Stage 2 ------273638-204251- Approach EB WB NB SB HCM Control Delay, s 4.9 0 $ 603.5 149.9 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 77 1219 - - 1263 - - 376 HCM Lane V/C Ratio 2.052 0.265 - - 0.001 - - 1.215 HCM Control Delay (s) $ 603.5 9 - - 7.9 0 - 149.9 HCM Lane LOS F A - - A A - F HCM 95th %tile Q(veh) 14.3 1.1 - - 0 - - 19.1 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\Appendices\Appendices.3022.doc APPENDIX E NEAR-TERM WITH PROJECT PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS Acadia Near-Term with Project AM 1: SR 125 SB Ramps & Otay Lakes Rd 08/30/2019 Acadia 09/22/2016 Near-Term with Project AM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1821 54 0 1250 152 0 0 0 320 0 80 Future Volume (veh/h) 0 1821 54 0 1250 152 0 0 0 320 0 80 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1917 57 0 1316 160 337 0 84 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %022022 202 Cap, veh/h 0 3371 1012 0 3371 1233 464 0 213 Arrive On Green 0.00 0.66 0.66 0.00 0.66 0.66 0.13 0.00 0.13 Sat Flow, veh/h 0 5274 1533 0 5274 1544 3456 0 1585 Grp Volume(v), veh/h 0 1917 57 0 1316 160 337 0 84 Grp Sat Flow(s),veh/h/ln 0 1702 1533 0 1702 1544 1728 0 1585 Q Serve(g_s), s 0.0 11.2 0.7 0.0 6.5 1.3 5.1 0.0 2.7 Cycle Q Clear(g_c), s 0.0 11.2 0.7 0.0 6.5 1.3 5.1 0.0 2.7 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3371 1012 0 3371 1233 464 0 213 V/C Ratio(X) 0.00 0.57 0.06 0.00 0.39 0.13 0.73 0.00 0.39 Avail Cap(c_a), veh/h 0 3371 1012 0 3371 1233 534 0 245 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.93 0.93 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 5.1 3.3 0.0 4.3 1.3 22.8 0.0 21.8 Incr Delay (d2), s/veh 0.0 0.7 0.1 0.0 0.3 0.2 4.3 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.6 0.2 0.0 1.5 0.5 2.2 0.0 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 5.8 3.4 0.0 4.6 1.5 27.1 0.0 23.0 LnGrp LOS AAAAAA CAC Approach Vol, veh/h 1974 1476 421 Approach Delay, s/veh 5.7 4.3 26.3 Approach LOS A A C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 42.1 12.9 42.1 Change Period (Y+Rc), s 5.8 5.5 5.8 Max Green Setting (Gmax), s 35.2 8.5 35.2 Max Q Clear Time (g_c+I1), s 13.2 7.1 8.5 Green Ext Time (p_c), s 19.7 0.3 19.0 Intersection Summary HCM 6th Ctrl Delay 7.4 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. Acadia Near-Term with Project AM 2: Otay Lakes Rd & SR 125 NB Ramps 08/30/2019 Acadia 09/22/2016 Near-Term with Project AM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1979 161 0 1375 571 27 0 157 0 0 0 Future Volume (veh/h) 0 1979 161 0 1375 571 27 0 157 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 2083 169 0 1447 601 28 0 165 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 22022202 Cap, veh/h 0 3486 1192 0 3486 1047 163 0 255 Arrive On Green 0.00 0.68 0.68 0.00 0.68 0.68 0.09 0.00 0.09 Sat Flow, veh/h 0 5274 1533 0 5274 1533 1781 0 2790 Grp Volume(v), veh/h 0 2083 169 0 1447 601 28 0 165 Grp Sat Flow(s),veh/h/ln 0 1702 1533 0 1702 1533 1781 0 1395 Q Serve(g_s), s 0.0 10.9 1.4 0.0 6.3 10.2 0.7 0.0 2.9 Cycle Q Clear(g_c), s 0.0 10.9 1.4 0.0 6.3 10.2 0.7 0.0 2.9 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3486 1192 0 3486 1047 163 0 255 V/C Ratio(X) 0.00 0.60 0.14 0.00 0.42 0.57 0.17 0.00 0.65 Avail Cap(c_a), veh/h 0 3486 1192 0 3486 1047 196 0 307 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.77 0.77 0.00 0.49 0.49 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 4.3 1.4 0.0 3.5 4.1 21.0 0.0 21.9 Incr Delay (d2), s/veh 0.0 0.6 0.2 0.0 0.2 1.1 0.5 0.0 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 2.0 0.3 0.0 1.1 1.8 0.3 0.0 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 4.8 1.6 0.0 3.7 5.3 21.5 0.0 25.6 LnGrp LOS A AAAAACAC Approach Vol, veh/h 2252 2048 193 Approach Delay, s/veh 4.6 4.2 25.0 Approach LOS A A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 39.9 39.9 10.1 Change Period (Y+Rc), s 5.8 5.8 5.5 Max Green Setting (Gmax), s 33.2 33.2 5.5 Max Q Clear Time (g_c+I1), s 12.9 12.2 4.9 Green Ext Time (p_c), s 19.1 18.5 0.0 Intersection Summary HCM 6th Ctrl Delay 5.3 HCM 6th LOS A Acadia Near-Term with Project AM 3: Otay Lakes Rd & Eastlake Pkwy 08/30/2019 Acadia 09/22/2016 Near-Term with Project AM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 534 964 308 251 925 83 593 407 186 46 221 261 Future Volume (veh/h) 534 964 308 251 925 83 593 407 186 46 221 261 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.97 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 562 1015 324 264 974 87 624 428 196 48 233 275 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 470 1893 975 320 1557 139 553 1219 676 103 756 541 Arrive On Green 0.14 0.37 0.37 0.09 0.33 0.33 0.16 0.34 0.34 0.03 0.21 0.21 Sat Flow, veh/h 3456 5106 2629 3456 4760 424 3456 3554 1542 3456 3554 1528 Grp Volume(v), veh/h 562 1015 324 264 696 365 624 428 196 48 233 275 Grp Sat Flow(s),veh/h/ln1728 1702 1315 1728 1702 1780 1728 1777 1542 1728 1777 1528 Q Serve(g_s), s 17.0 19.5 11.1 9.4 21.6 21.7 20.0 11.2 10.3 1.7 6.9 17.9 Cycle Q Clear(g_c), s 17.0 19.5 11.1 9.4 21.6 21.7 20.0 11.2 10.3 1.7 6.9 17.9 Prop In Lane 1.00 1.00 1.00 0.24 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 470 1893 975 320 1114 582 553 1219 676 103 756 541 V/C Ratio(X) 1.20 0.54 0.33 0.83 0.62 0.63 1.13 0.35 0.29 0.47 0.31 0.51 Avail Cap(c_a), veh/h 470 1893 975 415 1114 582 553 1450 776 138 1023 656 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.81 0.81 0.81 0.75 0.75 0.75 1.00 1.00 1.00 0.93 0.93 0.93 Uniform Delay (d), s/veh54.0 30.9 28.2 55.7 35.6 35.6 52.5 30.7 22.8 59.7 41.4 32.3 Incr Delay (d2), s/veh 104.1 0.9 0.7 6.1 2.0 3.8 78.8 0.2 0.3 3.7 0.3 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln14.2 8.2 3.6 4.4 9.3 10.0 14.7 4.9 3.8 0.8 3.1 6.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 158.1 31.8 29.0 61.9 37.6 39.4 131.3 30.9 23.1 63.3 41.7 33.2 LnGrp LOS F C C E D D F C C E D C Approach Vol, veh/h 1901 1325 1248 556 Approach Delay, s/veh 68.7 42.9 79.9 39.3 Approach LOS E D E D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s15.6 53.3 24.0 32.1 21.0 47.9 7.7 48.4 Change Period (Y+Rc), s 4.0 * 7 4.0 5.5 4.0 * 7 4.0 5.5 Max Green Setting (Gmax), s15.0 * 34 20.0 36.0 17.0 * 32 5.0 51.0 Max Q Clear Time (g_c+I1), s11.4 21.5 22.0 19.9 19.0 23.7 3.7 13.2 Green Ext Time (p_c), s 0.2 8.0 0.0 2.7 0.0 5.0 0.0 4.8 Intersection Summary HCM 6th Ctrl Delay 61.4 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Near-Term with Project AM 4: Otay Lakes Rd & Lane Ave 08/30/2019 Acadia 09/22/2016 Near-Term with Project AM Synchro 10 Report Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 564 633 974 104 65 285 Future Volume (veh/h) 564 633 974 104 65 285 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 600 673 1036 111 69 303 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222 Cap, veh/h 723 3272 1691 181 256 455 Arrive On Green 0.21 0.64 0.36 0.36 0.14 0.14 Sat Flow, veh/h 3456 5274 4828 498 1781 3170 Grp Volume(v), veh/h 600 673 756 391 69 303 Grp Sat Flow(s),veh/h/ln1728 1702 1702 1754 1781 1585 Q Serve(g_s), s 8.5 2.8 9.3 9.3 1.8 4.6 Cycle Q Clear(g_c), s 8.5 2.8 9.3 9.3 1.8 4.6 Prop In Lane 1.00 0.28 1.00 1.00 Lane Grp Cap(c), veh/h 723 3272 1235 636 256 455 V/C Ratio(X) 0.83 0.21 0.61 0.61 0.27 0.67 Avail Cap(c_a), veh/h 847 3603 1334 688 978 1740 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh19.3 3.8 13.3 13.3 19.5 20.7 Incr Delay (d2), s/veh 5.3 0.1 1.9 3.6 0.2 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.6 0.6 3.3 3.7 0.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.6 3.9 15.2 16.9 19.7 21.3 LnGrp LOS C ABBBC Approach Vol, veh/h 1273 1147 372 Approach Delay, s/veh 13.6 15.8 21.0 Approach LOS B B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 38.7 12.3 14.2 24.5 Change Period (Y+Rc), s * 6 5.0 3.5 * 6 Max Green Setting (Gmax), s * 36 28.0 12.5 * 20 Max Q Clear Time (g_c+I1), s 4.8 6.6 10.5 11.3 Green Ext Time (p_c), s 11.8 0.7 0.2 7.1 Intersection Summary HCM 6th Ctrl Delay 15.5 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. Acadia Near-Term with Project AM 5: Otay Lakes Rd & Fenton St 08/30/2019 Acadia 09/22/2016 Near-Term with Project AM Synchro 10 Report Page 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 220 477 1003 228 68 74 Future Volume (veh/h) 220 477 1003 228 68 74 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 237 513 1078 245 73 80 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222 Cap, veh/h 304 3428 1707 388 153 137 Arrive On Green 0.17 0.67 0.41 0.41 0.09 0.09 Sat Flow, veh/h 1781 5274 4291 936 1781 1585 Grp Volume(v), veh/h 237 513 890 433 73 80 Grp Sat Flow(s),veh/h/ln1781 1702 1702 1655 1781 1585 Q Serve(g_s), s 5.9 1.7 9.6 9.6 1.8 2.2 Cycle Q Clear(g_c), s 5.9 1.7 9.6 9.6 1.8 2.2 Prop In Lane 1.00 0.57 1.00 1.00 Lane Grp Cap(c), veh/h 304 3428 1409 685 153 137 V/C Ratio(X) 0.78 0.15 0.63 0.63 0.48 0.59 Avail Cap(c_a), veh/h 309 3627 1533 746 1196 1064 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh18.3 2.8 10.7 10.7 20.1 20.3 Incr Delay (d2), s/veh 10.8 0.0 1.2 2.4 2.1 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.0 0.3 3.0 3.2 0.8 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.1 2.8 11.9 13.2 22.2 23.9 LnGrp LOS C A B B C C Approach Vol, veh/h 750 1323 153 Approach Delay, s/veh 11.1 12.3 23.1 Approach LOS B B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 37.2 9.0 11.9 25.3 Change Period (Y+Rc), s 6.2 5.0 4.0 6.2 Max Green Setting (Gmax), s 32.8 31.0 8.0 20.8 Max Q Clear Time (g_c+I1), s 3.7 4.2 7.9 11.6 Green Ext Time (p_c), s 6.9 0.4 0.0 7.5 Intersection Summary HCM 6th Ctrl Delay 12.7 HCM 6th LOS B Acadia Near-Term with Project AM 6: Otay Lakes Rd & Hunte Pkwy 08/30/2019 Acadia 09/22/2016 Near-Term with Project AM Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 197 158 190 190 510 66 434 609 83 28 409 286 Future Volume (veh/h) 197 158 190 190 510 66 434 609 83 28 409 286 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 226 182 218 218 586 76 499 700 95 32 470 329 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 218 795 370 163 1112 345 327 1307 583 70 1044 466 Arrive On Green 0.06 0.23 0.23 0.05 0.22 0.22 0.09 0.37 0.37 0.02 0.29 0.29 Sat Flow, veh/h 3456 3404 1585 3456 5106 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 226 182 218 218 586 76 499 700 95 32 470 329 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 4.0 2.7 7.8 3.0 6.4 2.5 6.0 9.8 2.6 0.6 6.8 11.7 Cycle Q Clear(g_c), s 4.0 2.7 7.8 3.0 6.4 2.5 6.0 9.8 2.6 0.6 6.8 11.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 218 795 370 163 1112 345 327 1307 583 70 1044 466 V/C Ratio(X) 1.04 0.23 0.59 1.33 0.53 0.22 1.53 0.54 0.16 0.45 0.45 0.71 Avail Cap(c_a), veh/h 218 1556 724 163 2253 699 327 1904 849 163 1736 774 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh29.7 19.7 21.6 30.2 21.9 20.4 28.7 15.8 13.5 30.7 18.2 20.0 Incr Delay (d2), s/veh 71.1 0.2 2.0 186.0 0.5 0.4 252.2 0.4 0.2 1.7 0.4 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.7 1.0 2.9 5.4 2.5 0.9 13.8 3.7 0.9 0.2 2.6 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 100.8 19.9 23.6 216.2 22.4 20.8 280.9 16.2 13.6 32.4 18.6 22.4 LnGrp LOS F B C F C C F B B C B C Approach Vol, veh/h 626 880 1294 831 Approach Delay, s/veh 50.4 70.3 118.1 20.6 Approach LOS D E F C Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s7.0 21.8 10.0 24.6 8.0 20.8 5.3 29.3 Change Period (Y+Rc), s 4.0 * 7 4.0 * 6 4.0 * 7 4.0 * 6 Max Green Setting (Gmax), s3.0 * 29 6.0 * 31 4.0 * 28 3.0 * 34 Max Q Clear Time (g_c+I1), s5.0 9.8 8.0 13.7 6.0 8.4 2.6 11.8 Green Ext Time (p_c), s 0.0 3.2 0.0 4.9 0.0 5.4 0.0 6.3 Intersection Summary HCM 6th Ctrl Delay 72.5 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Near-Term with Project AM 7: Eastlake Pkwy & Fenton St 08/30/2019 Acadia 09/22/2016 Near-Term with Project AM Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 71 130 54 225 114 54 124 467 285 102 298 107 Future Volume (veh/h) 71 130 54 225 114 54 124 467 285 102 298 107 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 76 138 57 239 121 57 132 497 303 109 317 114 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 114 207 266 589 202 95 216 597 362 139 767 270 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.06 0.28 0.28 0.08 0.30 0.30 Sat Flow, veh/h 653 1185 1520 3456 1184 558 3456 2098 1274 1781 2555 898 Grp Volume(v), veh/h 214 0 57 239 0 178 132 421 379 109 218 213 Grp Sat Flow(s),veh/h/ln1838 0 1520 1728 0 1741 1728 1777 1595 1781 1777 1677 Q Serve(g_s), s 6.9 0.0 2.0 3.9 0.0 6.0 2.4 14.1 14.1 3.8 6.2 6.4 Cycle Q Clear(g_c), s 6.9 0.0 2.0 3.9 0.0 6.0 2.4 14.1 14.1 3.8 6.2 6.4 Prop In Lane 0.36 1.00 1.00 0.32 1.00 0.80 1.00 0.54 Lane Grp Cap(c), veh/h 322 0 266 589 0 297 216 505 454 139 533 503 V/C Ratio(X) 0.67 0.00 0.21 0.41 0.00 0.60 0.61 0.83 0.84 0.78 0.41 0.42 Avail Cap(c_a), veh/h 673 0 557 1254 0 632 398 533 478 177 533 503 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh24.4 0.0 22.4 23.4 0.0 24.3 29.0 21.3 21.3 28.7 17.7 17.8 Incr Delay (d2), s/veh 2.4 0.0 0.4 0.5 0.0 1.9 1.0 10.9 12.4 12.1 0.7 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.0 0.0 0.7 1.5 0.0 2.5 1.0 6.9 6.4 2.0 2.5 2.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.8 0.0 22.8 23.9 0.0 26.2 30.0 32.2 33.7 40.7 18.4 18.6 LnGrp LOS C A C C A CCCCDBB Approach Vol, veh/h 271 417 932 540 Approach Delay, s/veh 25.9 24.9 32.5 23.0 Approach LOS CCCC Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 16.1 7.5 24.0 15.8 8.5 23.0 Change Period (Y+Rc), s 5.0 3.5 5.0 5.0 3.5 5.0 Max Green Setting (Gmax), s 23.2 7.3 18.0 23.0 6.3 19.0 Max Q Clear Time (g_c+I1), s 8.9 4.4 8.4 8.0 5.8 16.1 Green Ext Time (p_c), s 1.2 0.0 2.4 1.7 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 27.8 HCM 6th LOS C Acadia Near-Term with Project AM 8: Lane Ave & Fenton St 08/30/2019 Acadia 09/22/2016 Near-Term with Project AM Synchro 10 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 80 186 36 67 120 78 51 233 255 164 269 131 Future Volume (veh/h) 80 186 36 67 120 78 51 233 255 164 269 131 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.95 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 92 214 41 77 138 90 59 268 293 189 309 151 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 117 361 359 97 340 487 73 513 435 237 880 419 Arrive On Green 0.07 0.19 0.19 0.05 0.18 0.18 0.04 0.29 0.29 0.13 0.38 0.38 Sat Flow, veh/h 1781 1870 1524 1781 1870 1522 1781 1777 1506 1781 2314 1101 Grp Volume(v), veh/h 92 214 41 77 138 90 59 268 293 189 235 225 Grp Sat Flow(s),veh/h/ln1781 1870 1524 1781 1870 1522 1781 1777 1506 1781 1777 1638 Q Serve(g_s), s 2.6 5.4 1.1 2.2 3.3 2.2 1.7 6.5 8.8 5.3 4.9 5.1 Cycle Q Clear(g_c), s 2.6 5.4 1.1 2.2 3.3 2.2 1.7 6.5 8.8 5.3 4.9 5.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 Lane Grp Cap(c), veh/h 117 361 359 97 340 487 73 513 435 237 676 623 V/C Ratio(X) 0.79 0.59 0.11 0.79 0.41 0.18 0.81 0.52 0.67 0.80 0.35 0.36 Avail Cap(c_a), veh/h 191 839 748 156 802 863 236 727 617 330 821 757 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh23.6 18.9 15.5 24.0 18.5 12.8 24.4 15.3 16.1 21.6 11.3 11.4 Incr Delay (d2), s/veh 4.3 0.8 0.1 5.4 0.4 0.1 7.7 1.0 2.2 6.1 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.2 2.2 0.3 1.0 1.3 0.7 0.8 2.4 2.9 2.4 1.7 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.9 19.7 15.6 29.4 19.0 12.9 32.1 16.3 18.3 27.7 11.7 11.8 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 347 305 620 649 Approach Delay, s/veh 21.4 19.8 18.8 16.4 Approach LOS C B B B Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.3 14.9 5.6 24.5 6.9 14.3 10.3 19.8 Change Period (Y+Rc), s 3.5 5.0 3.5 5.0 3.5 5.0 3.5 5.0 Max Green Setting (Gmax), s4.5 23.0 6.8 23.7 5.5 22.0 9.5 21.0 Max Q Clear Time (g_c+I1), s4.2 7.4 3.7 7.1 4.6 5.3 7.3 10.8 Green Ext Time (p_c), s 0.0 0.8 0.0 3.1 0.0 0.6 0.0 3.0 Intersection Summary HCM 6th Ctrl Delay 18.6 HCM 6th LOS B Acadia Near-Term with Project AM 9: Fenton St & Showroom Pl 08/30/2019 Acadia 09/22/2016 Near-Term with Project AM Synchro 10 Report Page 9 Intersection Intersection Delay, s/veh11.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 89 56 21 51 210 187 3 0 12 73 0 48 Future Vol, veh/h 89 56 21 51 210 187 3 0 12 73 0 48 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 Heavy Vehicles, % 2 22222222222 Mvmt Flow 125 79 30 72 296 263 4 0 17 103 0 68 Number of Lanes 1 10011010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 10.2 12.8 9 10.9 HCM LOS B B A B Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, % 20% 100% 0% 20% 0% 60% Vol Thru, % 0% 0% 73% 80% 0% 0% Vol Right, % 80% 0% 27% 0% 100% 40% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 15 89 77 261 187 121 LT Vol 3 89 0 51 0 73 Through Vol 0 0 56 210 0 0 RT Vol 12 0 21 0 187 48 Lane Flow Rate 21 125 108 368 263 170 Geometry Grp 277772 Degree of Util (X) 0.034 0.22 0.17 0.554 0.338 0.272 Departure Headway (Hd) 5.759 6.327 5.628 5.534 4.729 5.737 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 623 569 640 654 766 631 Service Time 3.779 4.043 3.344 3.234 2.429 3.737 HCM Lane V/C Ratio 0.034 0.22 0.169 0.563 0.343 0.269 HCM Control Delay 9 10.8 9.5 14.9 9.8 10.9 HCM Lane LOS ABABAB HCM 95th-tile Q 0.1 0.8 0.6 3.4 1.5 1.1 Acadia Near-Term with Project AM 10: Fenton St & Harold Pl 08/30/2019 Acadia 09/22/2016 Near-Term with Project AM Synchro 10 Report Page 10 Intersection Int Delay, s/veh 3.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 183 170 128 35 135 45 8 0 1 15 0 42 Future Vol, veh/h 183 170 128 35 135 45 8 0 1 15 0 42 Conflicting Peds, #/hr 0 0 10 0 0 10 0 0 10 0 0 10 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 ----------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 206 191 144 39 152 51 9 0 1 17 0 47 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 213 0 0 345 0 0 974 976 283 952 1023 198 Stage 1 ------685685-266266- Stage 2 ------289291-686757- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1357 - - 1214 - - 231 251 756 239 236 843 Stage 1 ------438448-739689- Stage 2 ------719672-438416- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1344 - - 1202 - - 183 201 742 201 189 827 Mov Cap-2 Maneuver ------183201-201189- Stage 1 ------367376-620657- Stage 2 ------647640-367349- Approach EB WB NB SB HCM Control Delay, s 3.1 1.3 24 14.2 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 200 1344 - - 1202 - - 454 HCM Lane V/C Ratio 0.051 0.153 - - 0.033 - - 0.141 HCM Control Delay (s) 24 8.2 - - 8.1 0 - 14.2 HCM Lane LOS C A - - A A - B HCM 95th %tile Q(veh) 0.2 0.5 - - 0.1 - - 0.5 Acadia Near-Term with Project PM 1: SR 125 SB Ramps & Otay Lakes Rd 08/30/2019 Acadia 09/22/2016 Near-Term with Project PM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 2087 27 0 2041 130 0 0 0 578 0 113 Future Volume (veh/h) 0 2087 27 0 2041 130 0 0 0 578 0 113 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 2152 28 0 2104 134 596 0 116 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %022022 202 Cap, veh/h 0 3084 924 0 3084 1254 718 0 329 Arrive On Green 0.00 0.60 0.60 0.00 0.60 0.60 0.21 0.00 0.21 Sat Flow, veh/h 0 5274 1531 0 5274 1531 3456 0 1585 Grp Volume(v), veh/h 0 2152 28 0 2104 134 596 0 116 Grp Sat Flow(s),veh/h/ln 0 1702 1531 0 1702 1531 1728 0 1585 Q Serve(g_s), s 0.0 17.3 0.4 0.0 16.7 1.1 9.9 0.0 3.8 Cycle Q Clear(g_c), s 0.0 17.3 0.4 0.0 16.7 1.1 9.9 0.0 3.8 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3084 924 0 3084 1254 718 0 329 V/C Ratio(X) 0.00 0.70 0.03 0.00 0.68 0.11 0.83 0.00 0.35 Avail Cap(c_a), veh/h 0 3084 924 0 3084 1254 778 0 357 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.70 0.70 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 8.1 4.8 0.0 8.0 1.2 22.8 0.0 20.3 Incr Delay (d2), s/veh 0.0 1.3 0.1 0.0 0.9 0.1 7.2 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 %ile BackOfQ(50%),veh/ln 0.0 5.0 0.1 0.0 4.7 0.6 4.4 0.0 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 9.5 4.9 0.0 8.9 1.3 29.9 0.0 21.0 LnGrp LOS AAAAAA CAC Approach Vol, veh/h 2180 2238 712 Approach Delay, s/veh 9.4 8.4 28.5 Approach LOS A A C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 42.0 18.0 42.0 Change Period (Y+Rc), s 5.8 5.5 5.8 Max Green Setting (Gmax), s 35.2 13.5 35.2 Max Q Clear Time (g_c+I1), s 19.3 11.9 18.7 Green Ext Time (p_c), s 15.1 0.6 15.7 Intersection Summary HCM 6th Ctrl Delay 11.6 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. Acadia Near-Term with Project PM 2: Otay Lakes Rd & SR 125 NB Ramps 08/30/2019 Acadia 09/22/2016 Near-Term with Project PM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 2554 112 0 2138 422 34 0 193 0 0 0 Future Volume (veh/h) 0 2554 112 0 2138 422 34 0 193 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 2717 119 0 2274 449 36 0 205 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 22022202 Cap, veh/h 0 3431 1192 0 3431 1030 182 0 285 Arrive On Green 0.00 0.67 0.67 0.00 0.67 0.67 0.10 0.00 0.10 Sat Flow, veh/h 0 5274 1533 0 5274 1533 1781 0 2790 Grp Volume(v), veh/h 0 2717 119 0 2274 449 36 0 205 Grp Sat Flow(s),veh/h/ln 0 1702 1533 0 1702 1533 1781 0 1395 Q Serve(g_s), s 0.0 18.7 1.0 0.0 13.2 6.8 0.9 0.0 3.6 Cycle Q Clear(g_c), s 0.0 18.7 1.0 0.0 13.2 6.8 0.9 0.0 3.6 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3431 1192 0 3431 1030 182 0 285 V/C Ratio(X) 0.00 0.79 0.10 0.00 0.66 0.44 0.20 0.00 0.72 Avail Cap(c_a), veh/h 0 3431 1192 0 3431 1030 182 0 285 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.61 0.61 0.00 0.26 0.26 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 5.7 1.4 0.0 4.8 3.8 20.6 0.0 21.8 Incr Delay (d2), s/veh 0.0 1.2 0.1 0.0 0.3 0.4 0.6 0.0 8.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 3.6 0.2 0.0 2.4 1.1 0.4 0.0 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 7.0 1.5 0.0 5.1 4.2 21.1 0.0 30.5 LnGrp LOS A AAAAACAC Approach Vol, veh/h 2836 2723 241 Approach Delay, s/veh 6.7 5.0 29.1 Approach LOS A A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 39.4 39.4 10.6 Change Period (Y+Rc), s 5.8 5.8 5.5 Max Green Setting (Gmax), s 33.6 33.6 5.1 Max Q Clear Time (g_c+I1), s 20.7 15.2 5.6 Green Ext Time (p_c), s 12.8 18.0 0.0 Intersection Summary HCM 6th Ctrl Delay 6.8 HCM 6th LOS A Acadia Near-Term with Project PM 3: Otay Lakes Rd & Eastlake Pkwy 08/30/2019 Acadia 09/22/2016 Near-Term with Project PM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 527 982 751 396 1007 77 499 495 249 155 718 598 Future Volume (veh/h) 527 982 751 396 1007 77 499 495 249 155 718 598 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 543 1012 774 408 1038 79 514 510 257 160 740 616 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 421 1487 773 361 1322 100 391 1286 724 222 1112 675 Arrive On Green 0.12 0.29 0.29 0.10 0.27 0.27 0.11 0.36 0.36 0.06 0.31 0.31 Sat Flow, veh/h 3456 5106 2652 3456 4828 367 3456 3554 1544 3456 3554 1540 Grp Volume(v), veh/h 543 1012 774 408 731 386 514 510 257 160 740 616 Grp Sat Flow(s),veh/h/ln1728 1702 1326 1728 1702 1791 1728 1777 1544 1728 1777 1540 Q Serve(g_s), s 14.0 20.1 33.5 12.0 22.8 22.9 13.0 12.3 12.3 5.2 20.8 36.0 Cycle Q Clear(g_c), s 14.0 20.1 33.5 12.0 22.8 22.9 13.0 12.3 12.3 5.2 20.8 36.0 Prop In Lane 1.00 1.00 1.00 0.20 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 421 1487 773 361 932 490 391 1286 724 222 1112 675 V/C Ratio(X) 1.29 0.68 1.00 1.13 0.78 0.79 1.32 0.40 0.35 0.72 0.67 0.91 Avail Cap(c_a), veh/h 421 1487 773 361 932 490 391 1286 724 300 1112 675 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.53 0.53 0.53 0.80 0.80 0.80 1.00 1.00 1.00 0.21 0.21 0.21 Uniform Delay (d), s/veh50.5 36.0 40.8 51.5 38.6 38.6 51.0 27.3 19.6 52.8 34.3 30.6 Incr Delay (d2), s/veh 140.2 1.4 24.0 83.5 5.3 9.8 159.2 0.2 0.4 1.4 0.3 4.6 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/ln14.2 8.5 13.3 9.4 10.1 11.3 14.2 5.2 4.4 2.3 9.0 16.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 190.7 37.4 64.8 135.0 43.9 48.4 210.2 27.6 20.0 54.2 34.6 35.2 LnGrp LOS F D F F D D F CCDCD Approach Vol, veh/h 2329 1525 1281 1516 Approach Delay, s/veh 82.2 69.4 99.3 36.9 Approach LOS F E F D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s16.0 40.5 17.0 41.5 18.0 38.5 11.4 47.1 Change Period (Y+Rc), s 4.0 * 7 4.0 5.5 4.0 * 7 4.0 5.5 Max Green Setting (Gmax), s12.0 * 34 13.0 36.0 14.0 * 32 10.0 39.0 Max Q Clear Time (g_c+I1), s14.0 35.5 15.0 38.0 16.0 24.9 7.2 14.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 4.5 0.1 5.6 Intersection Summary HCM 6th Ctrl Delay 72.3 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Near-Term with Project PM 4: Otay Lakes Rd & Lane Ave 08/30/2019 Acadia 09/22/2016 Near-Term with Project PM Synchro 10 Report Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 453 933 779 88 119 579 Future Volume (veh/h) 453 933 779 88 119 579 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 487 1003 838 95 128 623 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222 Cap, veh/h 605 2826 1460 164 442 787 Arrive On Green 0.17 0.55 0.32 0.32 0.25 0.25 Sat Flow, veh/h 3456 5274 4797 521 1781 3170 Grp Volume(v), veh/h 487 1003 615 318 128 623 Grp Sat Flow(s),veh/h/ln1728 1702 1702 1746 1781 1585 Q Serve(g_s), s 7.5 6.1 8.4 8.5 3.2 10.2 Cycle Q Clear(g_c), s 7.5 6.1 8.4 8.5 3.2 10.2 Prop In Lane 1.00 0.30 1.00 1.00 Lane Grp Cap(c), veh/h 605 2826 1073 551 442 787 V/C Ratio(X) 0.81 0.35 0.57 0.58 0.29 0.79 Avail Cap(c_a), veh/h 778 3313 1227 629 899 1600 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh22.0 6.9 15.9 15.9 16.9 19.5 Incr Delay (d2), s/veh 3.7 0.3 1.8 3.5 0.1 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.1 1.7 3.1 3.5 1.2 8.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.7 7.2 17.6 19.4 17.0 20.2 LnGrp LOS C ABBBC Approach Vol, veh/h 1490 933 751 Approach Delay, s/veh 13.2 18.2 19.7 Approach LOS B B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 36.7 18.8 13.2 23.5 Change Period (Y+Rc), s * 6 5.0 3.5 * 6 Max Green Setting (Gmax), s * 36 28.0 12.5 * 20 Max Q Clear Time (g_c+I1), s 8.1 12.2 9.5 10.5 Green Ext Time (p_c), s 16.7 1.6 0.2 6.8 Intersection Summary HCM 6th Ctrl Delay 16.2 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. Acadia Near-Term with Project PM 5: Otay Lakes Rd & Fenton St 08/30/2019 Acadia 09/22/2016 Near-Term with Project PM Synchro 10 Report Page 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 216 836 589 180 242 279 Future Volume (veh/h) 216 836 589 180 242 279 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 245 950 669 205 275 317 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222 Cap, veh/h 266 2736 1199 360 454 404 Arrive On Green 0.15 0.54 0.31 0.31 0.26 0.26 Sat Flow, veh/h 1781 5274 4014 1154 1781 1585 Grp Volume(v), veh/h 245 950 591 283 275 317 Grp Sat Flow(s),veh/h/ln1781 1702 1702 1595 1781 1585 Q Serve(g_s), s 7.3 5.7 7.7 8.0 7.3 10.0 Cycle Q Clear(g_c), s 7.3 5.7 7.7 8.0 7.3 10.0 Prop In Lane 1.00 0.72 1.00 1.00 Lane Grp Cap(c), veh/h 266 2736 1061 497 454 404 V/C Ratio(X) 0.92 0.35 0.56 0.57 0.61 0.78 Avail Cap(c_a), veh/h 266 3127 1322 619 1031 917 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh22.5 7.1 15.3 15.4 17.6 18.6 Incr Delay (d2), s/veh 34.3 0.2 1.0 2.2 1.2 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.3 1.6 2.8 2.8 2.8 8.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 56.7 7.3 16.3 17.6 18.8 21.6 LnGrp LOS E ABBBC Approach Vol, veh/h 1195 874 592 Approach Delay, s/veh 17.4 16.7 20.3 Approach LOS B B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 34.9 18.7 12.0 22.9 Change Period (Y+Rc), s 6.2 5.0 4.0 6.2 Max Green Setting (Gmax), s 32.8 31.0 8.0 20.8 Max Q Clear Time (g_c+I1), s 7.7 12.0 9.3 10.0 Green Ext Time (p_c), s 12.5 1.7 0.0 6.5 Intersection Summary HCM 6th Ctrl Delay 17.8 HCM 6th LOS B Acadia Near-Term with Project PM 6: Otay Lakes Rd & Hunte Pkwy 08/30/2019 Acadia 09/22/2016 Near-Term with Project PM Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 198 430 451 71 313 15 312 213 43 59 207 145 Future Volume (veh/h) 198 430 451 71 313 15 312 213 43 59 207 145 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 206 448 470 74 326 16 325 222 45 61 216 151 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 164 1291 601 132 1890 587 327 777 347 112 555 248 Arrive On Green 0.05 0.38 0.38 0.04 0.37 0.37 0.09 0.22 0.22 0.03 0.16 0.16 Sat Flow, veh/h 3456 3404 1585 3456 5106 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 206 448 470 74 326 16 325 222 45 61 216 151 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 3.0 6.0 16.6 1.3 2.7 0.4 6.0 3.3 1.4 1.1 3.5 5.6 Cycle Q Clear(g_c), s 3.0 6.0 16.6 1.3 2.7 0.4 6.0 3.3 1.4 1.1 3.5 5.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 164 1291 601 132 1890 587 327 777 347 112 555 248 V/C Ratio(X) 1.26 0.35 0.78 0.56 0.17 0.03 0.99 0.29 0.13 0.55 0.39 0.61 Avail Cap(c_a), veh/h 164 1559 726 164 2338 726 327 1795 801 273 1739 776 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh30.2 14.1 17.3 29.9 13.4 12.7 28.6 20.6 19.9 30.2 24.0 24.9 Incr Delay (d2), s/veh 156.2 0.2 5.1 1.4 0.1 0.0 47.6 0.2 0.2 1.5 0.5 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.7 2.1 6.2 0.6 1.0 0.1 4.5 1.3 0.5 0.5 1.4 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 186.4 14.3 22.4 31.3 13.5 12.7 76.3 20.9 20.1 31.7 24.5 27.8 LnGrp LOS F B C C B B E CCCCC Approach Vol, veh/h 1124 416 592 428 Approach Delay, s/veh 49.2 16.6 51.2 26.7 Approach LOS D B D C Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.4 31.0 10.0 15.9 7.0 30.4 6.0 19.8 Change Period (Y+Rc), s 4.0 * 7 4.0 * 6 4.0 * 7 4.0 * 6 Max Green Setting (Gmax), s3.0 * 29 6.0 * 31 3.0 * 29 5.0 * 32 Max Q Clear Time (g_c+I1), s3.3 18.6 8.0 7.6 5.0 4.7 3.1 5.3 Green Ext Time (p_c), s 0.0 5.4 0.0 2.3 0.0 2.9 0.0 1.9 Intersection Summary HCM 6th Ctrl Delay 40.6 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Near-Term with Project PM 7: Eastlake Pkwy & Fenton St 08/30/2019 Acadia 09/22/2016 Near-Term with Project PM Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 170 214 92 464 177 101 189 588 232 120 772 176 Future Volume (veh/h) 170 214 92 464 177 101 189 588 232 120 772 176 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 179 225 97 488 186 106 199 619 244 126 813 185 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 205 257 400 735 238 135 193 619 244 100 715 163 Arrive On Green 0.25 0.25 0.25 0.21 0.21 0.21 0.06 0.25 0.25 0.06 0.25 0.25 Sat Flow, veh/h 811 1019 1585 3456 1118 637 3456 2490 981 1781 2875 654 Grp Volume(v), veh/h 404 0 97 488 0 292 199 442 421 126 502 496 Grp Sat Flow(s),veh/h/ln1830 0 1585 1728 0 1756 1728 1777 1694 1781 1777 1753 Q Serve(g_s), s 17.0 0.0 3.9 10.4 0.0 12.6 4.5 20.0 20.0 4.5 20.0 20.0 Cycle Q Clear(g_c), s 17.0 0.0 3.9 10.4 0.0 12.6 4.5 20.0 20.0 4.5 20.0 20.0 Prop In Lane 0.44 1.00 1.00 0.36 1.00 0.58 1.00 0.37 Lane Grp Cap(c), veh/h 462 0 400 735 0 373 193 442 421 100 442 436 V/C Ratio(X) 0.87 0.00 0.24 0.66 0.00 0.78 1.03 1.00 1.00 1.26 1.14 1.14 Avail Cap(c_a), veh/h 546 0 473 989 0 502 193 442 421 100 442 436 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh28.8 0.0 23.9 29.0 0.0 29.9 37.9 30.2 30.2 37.9 30.2 30.2 Incr Delay (d2), s/veh 13.0 0.0 0.3 1.0 0.0 5.6 72.4 42.5 43.9 176.7 85.7 86.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln8.8 0.0 1.5 4.3 0.0 5.7 3.8 13.4 12.9 6.8 18.7 18.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.8 0.0 24.2 30.1 0.0 35.5 110.4 72.7 74.1 214.7 115.9 116.2 LnGrp LOS D A C C A D F E F F F F Approach Vol, veh/h 501 780 1062 1124 Approach Delay, s/veh 38.4 32.1 80.3 127.1 Approach LOS D C F F Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 25.3 8.0 25.0 22.1 8.0 25.0 Change Period (Y+Rc), s 5.0 3.5 5.0 5.0 3.5 5.0 Max Green Setting (Gmax), s 24.0 4.5 20.0 23.0 4.5 20.0 Max Q Clear Time (g_c+I1), s 19.0 6.5 22.0 14.6 6.5 22.0 Green Ext Time (p_c), s 1.3 0.0 0.0 2.5 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 78.6 HCM 6th LOS E Acadia Near-Term with Project PM 8: Lane Ave & Fenton St 08/30/2019 Acadia 09/22/2016 Near-Term with Project PM Synchro 10 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 185 203 66 214 291 213 56 324 162 140 327 172 Future Volume (veh/h) 185 203 66 214 291 213 56 324 162 140 327 172 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.94 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 210 231 75 243 331 242 64 368 184 159 372 195 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 254 409 406 289 445 541 81 549 268 198 692 356 Arrive On Green 0.14 0.22 0.22 0.16 0.24 0.24 0.05 0.24 0.24 0.11 0.31 0.31 Sat Flow, veh/h 1781 1870 1529 1781 1870 1532 1781 2264 1107 1781 2244 1155 Grp Volume(v), veh/h 210 231 75 243 331 242 64 287 265 159 293 274 Grp Sat Flow(s),veh/h/ln1781 1870 1529 1781 1870 1532 1781 1777 1595 1781 1777 1622 Q Serve(g_s), s 7.3 7.0 2.4 8.5 10.5 7.8 2.3 9.3 9.7 5.6 8.7 9.0 Cycle Q Clear(g_c), s 7.3 7.0 2.4 8.5 10.5 7.8 2.3 9.3 9.7 5.6 8.7 9.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.69 1.00 0.71 Lane Grp Cap(c), veh/h 254 409 406 289 445 541 81 431 386 198 548 500 V/C Ratio(X) 0.83 0.57 0.18 0.84 0.74 0.45 0.79 0.67 0.69 0.80 0.54 0.55 Avail Cap(c_a), veh/h 293 632 589 348 690 742 198 584 524 220 606 553 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh26.6 22.3 18.2 26.0 22.6 16.1 30.2 21.9 22.0 27.7 18.3 18.4 Incr Delay (d2), s/veh 13.8 0.7 0.1 12.6 1.4 0.3 6.3 2.1 2.7 15.3 1.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.9 3.0 0.8 4.4 4.5 2.5 1.1 3.9 3.6 3.1 3.4 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 40.4 22.9 18.3 38.6 23.9 16.4 36.5 24.0 24.7 43.0 19.3 19.5 LnGrp LOS D C B D C B DCCDBB Approach Vol, veh/h 516 816 616 726 Approach Delay, s/veh 29.4 26.0 25.6 24.6 Approach LOS CCCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s13.9 19.0 6.4 24.7 12.6 20.2 10.6 20.5 Change Period (Y+Rc), s 3.5 5.0 3.5 5.0 3.5 5.0 3.5 5.0 Max Green Setting (Gmax), s12.5 21.6 7.1 21.8 10.5 23.6 7.9 21.0 Max Q Clear Time (g_c+I1), s10.5 9.0 4.3 11.0 9.3 12.5 7.6 11.7 Green Ext Time (p_c), s 0.0 0.9 0.0 3.1 0.0 1.6 0.0 2.7 Intersection Summary HCM 6th Ctrl Delay 26.2 HCM 6th LOS C Acadia Near-Term with Project PM 9: Fenton St & Showroom Pl 08/30/2019 Acadia 09/22/2016 Near-Term with Project PM Synchro 10 Report Page 9 Intersection Intersection Delay, s/veh24.3 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 105 225 6 14 137 244 11 2 50 245 0 111 Future Vol, veh/h 105 225 6 14 137 244 11 2 50 245 0 111 Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 0.77 Heavy Vehicles, % 2 22222222222 Mvmt Flow 136 292 8 18 178 317 14 3 65 318 0 144 Number of Lanes 1 10011010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 19.5 17.6 12.4 38.5 HCM LOS C C B E Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, % 17% 100% 0% 9% 0% 69% Vol Thru, % 3% 0% 97% 91% 0% 0% Vol Right, % 79% 0% 3% 0% 100% 31% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 63 105 231 151 244 356 LT Vol 11 105 0 14 0 245 Through Vol 2 0 225 137 0 0 RT Vol 50 0 6 0 244 111 Lane Flow Rate 82 136 300 196 317 462 Geometry Grp 277772 Degree of Util (X) 0.174 0.303 0.623 0.408 0.592 0.861 Departure Headway (Hd) 7.662 8.009 7.475 7.498 6.729 6.706 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 465 447 483 478 536 541 Service Time 5.761 5.78 5.245 5.269 4.498 4.758 HCM Lane V/C Ratio 0.176 0.304 0.621 0.41 0.591 0.854 HCM Control Delay 12.4 14.3 21.9 15.4 18.9 38.5 HCM Lane LOS B B C C C E HCM 95th-tile Q 0.6 1.3 4.2 2 3.8 9.3 Acadia Near-Term with Project PM 10: Fenton St & Harold Pl 08/30/2019 Acadia 09/22/2016 Near-Term with Project PM Synchro 10 Report Page 10 Intersection Int Delay, s/veh 148.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 262 236 20 1 225 81 71 0 57 61 0 309 Future Vol, veh/h 262 236 20 1 225 81 71 0 57 61 0 309 Conflicting Peds, #/hr 0 0 10 0 0 10 0 0 10 0 0 10 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 ----------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 81 81 81 81 81 81 81 81 81 81 81 81 Heavy Vehicles, % 2 22222222222 Mvmt Flow 323 291 25 1 278 100 88 0 70 75 0 381 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 388 0 0 326 0 0 1491 1350 324 1335 1312 348 Stage 1 ------960960-340340- Stage 2 ------531390-995972- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1170 - - 1234 - - 102 150 717 131 159 695 Stage 1 ------308335-675639- Stage 2 ------532608-295331- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1159 - - 1222 - - ~ 35 106 703 91 112 682 Mov Cap-2 Maneuver ------~ 35106-91112- Stage 1 ------220239-482632- Stage 2 ------232601-190236- Approach EB WB NB SB HCM Control Delay, s 4.7 0 $ 865.6 223.6 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 61 1159 - - 1222 - - 329 HCM Lane V/C Ratio 2.591 0.279 - - 0.001 - - 1.388 HCM Control Delay (s) $ 865.6 9.3 - - 7.9 0 - 223.6 HCM Lane LOS F A - - A A - F HCM 95th %tile Q(veh) 15.9 1.1 - - 0 - - 23.3 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\Appendices\Appendices.3022.doc APPENDIX F LONG-TERM PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS Acadia Long-Term AM 1: SR 125 SB Ramps & Otay Lakes Rd 08/30/2019 Acadia 09/22/2016 Long-Term AM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1790 60 0 1240 150 0 0 0 300 0 90 Future Volume (veh/h) 0 1790 60 0 1240 150 0 0 0 300 0 90 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1884 63 0 1305 158 316 0 95 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %022022 202 Cap, veh/h 0 3397 1020 0 3397 1232 447 0 205 Arrive On Green 0.00 0.67 0.67 0.00 0.67 0.67 0.13 0.00 0.13 Sat Flow, veh/h 0 5274 1533 0 5274 1545 3456 0 1585 Grp Volume(v), veh/h 0 1884 63 0 1305 158 316 0 95 Grp Sat Flow(s),veh/h/ln 0 1702 1533 0 1702 1545 1728 0 1585 Q Serve(g_s), s 0.0 10.8 0.8 0.0 6.3 1.3 4.8 0.0 3.1 Cycle Q Clear(g_c), s 0.0 10.8 0.8 0.0 6.3 1.3 4.8 0.0 3.1 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3397 1020 0 3397 1232 447 0 205 V/C Ratio(X) 0.00 0.55 0.06 0.00 0.38 0.13 0.71 0.00 0.46 Avail Cap(c_a), veh/h 0 3397 1020 0 3397 1232 534 0 245 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.90 0.90 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 4.9 3.2 0.0 4.1 1.3 22.9 0.0 22.2 Incr Delay (d2), s/veh 0.0 0.7 0.1 0.0 0.3 0.2 3.6 0.0 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.4 0.2 0.0 1.4 0.5 2.0 0.0 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 5.5 3.3 0.0 4.4 1.5 26.5 0.0 23.9 LnGrp LOS AAAAAA CAC Approach Vol, veh/h 1947 1463 411 Approach Delay, s/veh 5.5 4.1 25.9 Approach LOS A A C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 42.4 12.6 42.4 Change Period (Y+Rc), s 5.8 5.5 5.8 Max Green Setting (Gmax), s 35.2 8.5 35.2 Max Q Clear Time (g_c+I1), s 12.8 6.8 8.3 Green Ext Time (p_c), s 20.0 0.3 18.9 Intersection Summary HCM 6th Ctrl Delay 7.2 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. Acadia Long-Term AM 2: Otay Lakes Rd & SR 125 NB Ramps 08/30/2019 Acadia 09/22/2016 Long-Term AM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1990 180 0 1410 640 30 0 160 0 0 0 Future Volume (veh/h) 0 1990 180 0 1410 640 30 0 160 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 2095 189 0 1484 674 32 0 168 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 22022202 Cap, veh/h 0 3478 1192 0 3478 1044 165 0 259 Arrive On Green 0.00 0.68 0.68 0.00 0.68 0.68 0.09 0.00 0.09 Sat Flow, veh/h 0 5274 1533 0 5274 1533 1781 0 2790 Grp Volume(v), veh/h 0 2095 189 0 1484 674 32 0 168 Grp Sat Flow(s),veh/h/ln 0 1702 1533 0 1702 1533 1781 0 1395 Q Serve(g_s), s 0.0 11.1 1.6 0.0 6.5 12.5 0.8 0.0 2.9 Cycle Q Clear(g_c), s 0.0 11.1 1.6 0.0 6.5 12.5 0.8 0.0 2.9 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3478 1192 0 3478 1044 165 0 259 V/C Ratio(X) 0.00 0.60 0.16 0.00 0.43 0.65 0.19 0.00 0.65 Avail Cap(c_a), veh/h 0 3478 1192 0 3478 1044 196 0 307 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.79 0.79 0.00 0.35 0.35 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 4.3 1.5 0.0 3.6 4.5 20.9 0.0 21.9 Incr Delay (d2), s/veh 0.0 0.6 0.2 0.0 0.1 1.1 0.6 0.0 3.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 2.0 0.4 0.0 1.1 2.2 0.3 0.0 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 4.9 1.7 0.0 3.7 5.6 21.6 0.0 25.7 LnGrp LOS A AAAAACAC Approach Vol, veh/h 2284 2158 200 Approach Delay, s/veh 4.7 4.3 25.1 Approach LOS A A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 39.9 39.9 10.1 Change Period (Y+Rc), s 5.8 5.8 5.5 Max Green Setting (Gmax), s 33.2 33.2 5.5 Max Q Clear Time (g_c+I1), s 13.1 14.5 4.9 Green Ext Time (p_c), s 19.0 17.0 0.0 Intersection Summary HCM 6th Ctrl Delay 5.4 HCM 6th LOS A Acadia Long-Term AM 3: Otay Lakes Rd & Eastlake Pkwy 08/30/2019 Acadia 09/22/2016 Long-Term AM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 560 940 340 260 930 90 650 450 190 50 250 280 Future Volume (veh/h) 560 940 340 260 930 90 650 450 190 50 250 280 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.97 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 589 989 358 274 979 95 684 474 200 53 263 295 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 470 1834 943 329 1503 146 553 1245 692 108 787 554 Arrive On Green 0.14 0.36 0.36 0.10 0.32 0.32 0.16 0.35 0.35 0.03 0.22 0.22 Sat Flow, veh/h 3456 5106 2626 3456 4720 457 3456 3554 1543 3456 3554 1529 Grp Volume(v), veh/h 589 989 358 274 705 369 684 474 200 53 263 295 Grp Sat Flow(s),veh/h/ln1728 1702 1313 1728 1702 1773 1728 1777 1543 1728 1777 1529 Q Serve(g_s), s 17.0 19.2 12.6 9.7 22.3 22.4 20.0 12.5 10.3 1.9 7.8 19.2 Cycle Q Clear(g_c), s 17.0 19.2 12.6 9.7 22.3 22.4 20.0 12.5 10.3 1.9 7.8 19.2 Prop In Lane 1.00 1.00 1.00 0.26 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 470 1834 943 329 1084 565 553 1245 692 108 787 554 V/C Ratio(X) 1.25 0.54 0.38 0.83 0.65 0.65 1.24 0.38 0.29 0.49 0.33 0.53 Avail Cap(c_a), veh/h 470 1834 943 415 1084 565 553 1450 781 138 1023 656 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.76 0.76 0.76 0.70 0.70 0.70 1.00 1.00 1.00 0.92 0.92 0.92 Uniform Delay (d), s/veh54.0 31.8 29.7 55.6 36.6 36.6 52.5 30.4 22.1 59.6 40.9 32.0 Incr Delay (d2), s/veh 126.9 0.9 0.9 6.5 2.1 4.1 121.6 0.2 0.3 3.8 0.3 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln15.7 8.1 4.1 4.5 9.6 10.3 18.0 5.4 3.8 0.9 3.5 7.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 180.9 32.7 30.6 62.1 38.7 40.7 174.1 30.7 22.3 63.4 41.2 32.9 LnGrp LOS F C C E D D F C C E D C Approach Vol, veh/h 1936 1348 1358 611 Approach Delay, s/veh 77.4 44.0 101.7 39.1 Approach LOS E D F D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s15.9 51.9 24.0 33.2 21.0 46.8 7.9 49.3 Change Period (Y+Rc), s 4.0 * 7 4.0 5.5 4.0 * 7 4.0 5.5 Max Green Setting (Gmax), s15.0 * 34 20.0 36.0 17.0 * 32 5.0 51.0 Max Q Clear Time (g_c+I1), s11.7 21.2 22.0 21.2 19.0 24.4 3.9 14.5 Green Ext Time (p_c), s 0.2 8.1 0.0 3.0 0.0 4.6 0.0 5.3 Intersection Summary HCM 6th Ctrl Delay 70.7 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Long-Term AM 4: Otay Lakes Rd & Lane Ave 08/30/2019 Acadia 09/22/2016 Long-Term AM Synchro 10 Report Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 600 620 1040 120 70 300 Future Volume (veh/h) 600 620 1040 120 70 300 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 638 660 1106 128 74 319 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222 Cap, veh/h 752 3288 1662 192 263 468 Arrive On Green 0.22 0.64 0.36 0.36 0.15 0.15 Sat Flow, veh/h 3456 5274 4784 534 1781 3170 Grp Volume(v), veh/h 638 660 815 419 74 319 Grp Sat Flow(s),veh/h/ln1728 1702 1702 1746 1781 1585 Q Serve(g_s), s 9.4 2.8 10.6 10.7 2.0 5.0 Cycle Q Clear(g_c), s 9.4 2.8 10.6 10.7 2.0 5.0 Prop In Lane 1.00 0.31 1.00 1.00 Lane Grp Cap(c), veh/h 752 3288 1226 629 263 468 V/C Ratio(X) 0.85 0.20 0.67 0.67 0.28 0.68 Avail Cap(c_a), veh/h 818 3480 1289 661 944 1681 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh19.8 3.8 14.2 14.2 20.0 21.3 Incr Delay (d2), s/veh 7.2 0.1 2.4 4.7 0.2 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.1 0.6 3.9 4.4 0.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.0 4.0 16.6 18.9 20.2 22.0 LnGrp LOS C A B B C C Approach Vol, veh/h 1298 1234 393 Approach Delay, s/veh 15.3 17.4 21.7 Approach LOS B B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 40.0 12.8 15.0 25.0 Change Period (Y+Rc), s * 6 5.0 3.5 * 6 Max Green Setting (Gmax), s * 36 28.0 12.5 * 20 Max Q Clear Time (g_c+I1), s 4.8 7.0 11.4 12.7 Green Ext Time (p_c), s 11.6 0.8 0.1 6.3 Intersection Summary HCM 6th Ctrl Delay 17.0 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. Acadia Long-Term AM 5: Otay Lakes Rd & Fenton St 08/30/2019 Acadia 09/22/2016 Long-Term AM Synchro 10 Report Page 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 210 520 1090 270 80 60 Future Volume (veh/h) 210 520 1090 270 80 60 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 226 559 1172 290 86 65 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222 Cap, veh/h 293 3448 1717 425 149 133 Arrive On Green 0.16 0.68 0.42 0.42 0.08 0.08 Sat Flow, veh/h 1781 5274 4213 1001 1781 1585 Grp Volume(v), veh/h 226 559 986 476 86 65 Grp Sat Flow(s),veh/h/ln1781 1702 1702 1641 1781 1585 Q Serve(g_s), s 5.6 1.9 10.9 10.9 2.2 1.8 Cycle Q Clear(g_c), s 5.6 1.9 10.9 10.9 2.2 1.8 Prop In Lane 1.00 0.61 1.00 1.00 Lane Grp Cap(c), veh/h 293 3448 1446 697 149 133 V/C Ratio(X) 0.77 0.16 0.68 0.68 0.58 0.49 Avail Cap(c_a), veh/h 307 3604 1523 734 1188 1057 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh18.6 2.8 10.8 10.8 20.5 20.3 Incr Delay (d2), s/veh 9.7 0.0 1.6 3.4 3.2 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.8 0.3 3.5 3.7 0.9 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.3 2.8 12.5 14.2 23.7 22.9 LnGrp LOS C A B B C C Approach Vol, veh/h 785 1462 151 Approach Delay, s/veh 10.1 13.0 23.3 Approach LOS B B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 37.6 8.9 11.6 25.9 Change Period (Y+Rc), s 6.2 5.0 4.0 6.2 Max Green Setting (Gmax), s 32.8 31.0 8.0 20.8 Max Q Clear Time (g_c+I1), s 3.9 4.2 7.6 12.9 Green Ext Time (p_c), s 7.5 0.4 0.0 6.8 Intersection Summary HCM 6th Ctrl Delay 12.7 HCM 6th LOS B Acadia Long-Term AM 6: Otay Lakes Rd & Hunte Pkwy 08/30/2019 Acadia 09/22/2016 Long-Term AM Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 210 170 200 220 560 80 460 690 90 30 460 300 Future Volume (veh/h) 210 170 200 220 560 80 460 690 90 30 460 300 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 241 195 230 253 644 92 529 793 103 34 529 345 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 208 833 388 156 1172 364 312 1325 591 73 1079 481 Arrive On Green 0.06 0.24 0.24 0.05 0.23 0.23 0.09 0.37 0.37 0.02 0.30 0.30 Sat Flow, veh/h 3456 3404 1585 3456 5106 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 241 195 230 253 644 92 529 793 103 34 529 345 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 4.0 3.0 8.5 3.0 7.4 3.2 6.0 12.0 2.9 0.6 8.1 12.9 Cycle Q Clear(g_c), s 4.0 3.0 8.5 3.0 7.4 3.2 6.0 12.0 2.9 0.6 8.1 12.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 208 833 388 156 1172 364 312 1325 591 73 1079 481 V/C Ratio(X) 1.16 0.23 0.59 1.62 0.55 0.25 1.69 0.60 0.17 0.47 0.49 0.72 Avail Cap(c_a), veh/h 208 1487 692 156 2153 668 312 1820 812 156 1659 740 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh31.2 20.1 22.2 31.7 22.5 20.9 30.2 16.8 14.0 32.1 18.9 20.6 Incr Delay (d2), s/veh 111.4 0.2 1.9 306.6 0.5 0.5 325.8 0.5 0.2 1.7 0.4 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.8 1.2 3.2 7.9 2.8 1.2 16.5 4.5 1.0 0.3 3.2 4.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 142.6 20.3 24.1 338.3 23.1 21.4 356.0 17.3 14.1 33.9 19.3 23.0 LnGrp LOS F C C F C C F B B C B C Approach Vol, veh/h 666 989 1425 908 Approach Delay, s/veh 65.9 103.6 142.8 21.3 Approach LOS E F F C Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s7.0 23.2 10.0 26.2 8.0 22.2 5.4 30.8 Change Period (Y+Rc), s 4.0 * 7 4.0 * 6 4.0 * 7 4.0 * 6 Max Green Setting (Gmax), s3.0 * 29 6.0 * 31 4.0 * 28 3.0 * 34 Max Q Clear Time (g_c+I1), s5.0 10.5 8.0 14.9 6.0 9.4 2.6 14.0 Green Ext Time (p_c), s 0.0 3.4 0.0 5.3 0.0 5.9 0.0 7.0 Intersection Summary HCM 6th Ctrl Delay 92.6 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Long-Term AM 7: Eastlake Pkwy & Fenton St 08/30/2019 Acadia 09/22/2016 Long-Term AM Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 80 140 60 220 120 60 130 500 270 100 320 110 Future Volume (veh/h) 80 140 60 220 120 60 130 500 270 100 320 110 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 85 149 64 234 128 64 138 532 287 106 340 117 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 123 216 281 608 204 102 222 619 333 136 757 255 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.06 0.28 0.28 0.08 0.29 0.29 Sat Flow, veh/h 667 1170 1522 3456 1158 579 3456 2204 1186 1781 2586 873 Grp Volume(v), veh/h 234 0 64 234 0 192 138 429 390 106 231 226 Grp Sat Flow(s),veh/h/ln1837 0 1522 1728 0 1737 1728 1777 1613 1781 1777 1682 Q Serve(g_s), s 7.8 0.0 2.3 3.9 0.0 6.7 2.5 15.0 15.0 3.8 6.9 7.2 Cycle Q Clear(g_c), s 7.8 0.0 2.3 3.9 0.0 6.7 2.5 15.0 15.0 3.8 6.9 7.2 Prop In Lane 0.36 1.00 1.00 0.33 1.00 0.74 1.00 0.52 Lane Grp Cap(c), veh/h 339 0 281 608 0 306 222 499 453 136 520 492 V/C Ratio(X) 0.69 0.00 0.23 0.38 0.00 0.63 0.62 0.86 0.86 0.78 0.45 0.46 Avail Cap(c_a), veh/h 651 0 540 1215 0 611 386 516 468 172 520 492 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh24.9 0.0 22.7 23.8 0.0 25.0 29.8 22.3 22.3 29.7 18.8 18.9 Incr Delay (d2), s/veh 2.5 0.0 0.4 0.4 0.0 2.1 1.1 13.8 15.3 12.6 0.9 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.4 0.0 0.8 1.6 0.0 2.8 1.0 7.7 7.2 2.0 2.8 2.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.5 0.0 23.1 24.2 0.0 27.1 30.9 36.1 37.6 42.2 19.7 19.9 LnGrp LOS C A C C A CCDDDBB Approach Vol, veh/h 298 426 957 563 Approach Delay, s/veh 26.5 25.5 36.0 24.0 Approach LOS CCDC Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 17.1 7.7 24.1 16.5 8.5 23.4 Change Period (Y+Rc), s 5.0 3.5 5.0 5.0 3.5 5.0 Max Green Setting (Gmax), s 23.2 7.3 18.0 23.0 6.3 19.0 Max Q Clear Time (g_c+I1), s 9.8 4.5 9.2 8.7 5.8 17.0 Green Ext Time (p_c), s 1.3 0.0 2.4 1.7 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 29.7 HCM 6th LOS C Acadia Long-Term AM 8: Lane Ave & Fenton St 08/30/2019 Acadia 09/22/2016 Long-Term AM Synchro 10 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 110 220 50 90 150 100 70 270 340 200 310 170 Future Volume (veh/h) 110 220 50 90 150 100 70 270 340 200 310 170 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.95 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 126 253 57 103 172 115 80 310 391 230 356 195 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 156 371 394 128 342 518 102 547 465 269 888 477 Arrive On Green 0.09 0.20 0.20 0.07 0.18 0.18 0.06 0.31 0.31 0.15 0.40 0.40 Sat Flow, veh/h 1781 1870 1525 1781 1870 1522 1781 1777 1509 1781 2211 1187 Grp Volume(v), veh/h 126 253 57 103 172 115 80 310 391 230 285 266 Grp Sat Flow(s),veh/h/ln1781 1870 1525 1781 1870 1522 1781 1777 1509 1781 1777 1621 Q Serve(g_s), s 4.4 7.9 1.8 3.6 5.2 3.4 2.8 9.2 15.2 7.9 7.2 7.4 Cycle Q Clear(g_c), s 4.4 7.9 1.8 3.6 5.2 3.4 2.8 9.2 15.2 7.9 7.2 7.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.73 Lane Grp Cap(c), veh/h 156 371 394 128 342 518 102 547 465 269 714 651 V/C Ratio(X) 0.81 0.68 0.14 0.81 0.50 0.22 0.78 0.57 0.84 0.85 0.40 0.41 Avail Cap(c_a), veh/h 156 685 650 128 655 773 193 594 505 269 714 651 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh28.1 23.3 18.1 28.7 23.1 15.1 29.2 18.2 20.3 26.0 13.4 13.5 Incr Delay (d2), s/veh 24.4 1.2 0.1 28.6 0.6 0.1 4.8 1.3 11.8 21.5 0.4 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.8 3.4 0.6 2.5 2.2 1.1 1.3 3.6 6.4 4.8 2.6 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.6 24.5 18.1 57.3 23.7 15.2 34.1 19.5 32.1 47.4 13.8 14.0 LnGrp LOS D C B E C B C B C D B B Approach Vol, veh/h 436 390 781 781 Approach Delay, s/veh 31.8 30.1 27.3 23.8 Approach LOS CCCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s8.0 17.5 7.1 30.2 9.0 16.5 13.0 24.3 Change Period (Y+Rc), s 3.5 5.0 3.5 5.0 3.5 5.0 3.5 5.0 Max Green Setting (Gmax), s4.5 23.0 6.8 23.7 5.5 22.0 9.5 21.0 Max Q Clear Time (g_c+I1), s5.6 9.9 4.8 9.4 6.4 7.2 9.9 17.2 Green Ext Time (p_c), s 0.0 0.9 0.0 3.5 0.0 0.8 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 27.4 HCM 6th LOS C Acadia Long-Term AM 9: Fenton St & Showroom Pl 08/30/2019 Acadia 09/22/2016 Long-Term AM Synchro 10 Report Page 9 Intersection Intersection Delay, s/veh16.2 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 50 80 30 70 300 110 10 0 20 40 0 30 Future Vol, veh/h 50 80 30 70 300 110 10 0 20 40 0 30 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 Heavy Vehicles, % 2 22222222222 Mvmt Flow 70 113 42 99 423 155 14 0 28 56 0 42 Number of Lanes 1 10011010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 9.8 19.6 9.3 10 HCM LOS A C A A Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, % 33% 100% 0% 19% 0% 57% Vol Thru, % 0% 0% 73% 81% 0% 0% Vol Right, % 67% 0% 27% 0% 100% 43% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 30 50 110 370 110 70 LT Vol 10 50 0 70 0 40 Through Vol 0 0 80 300 0 0 RT Vol 20 0 30 0 110 30 Lane Flow Rate 42 70 155 521 155 99 Geometry Grp 277772 Degree of Util (X) 0.069 0.121 0.232 0.76 0.192 0.162 Departure Headway (Hd) 5.85 6.19 5.499 5.251 4.451 5.899 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 615 582 657 683 796 611 Service Time 3.857 3.897 3.199 3.035 2.235 3.902 HCM Lane V/C Ratio 0.068 0.12 0.236 0.763 0.195 0.162 HCM Control Delay 9.3 9.7 9.9 22.9 8.3 10 HCM Lane LOS A A A C A A HCM 95th-tile Q 0.2 0.4 0.9 7 0.7 0.6 Acadia Long-Term AM 10: Fenton St & Harold Pl 08/30/2019 Acadia 09/22/2016 Long-Term AM Synchro 10 Report Page 10 Intersection Int Delay, s/veh 4.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 230 180 150 40 170 60 10 0 10 20 0 50 Future Vol, veh/h 230 180 150 40 170 60 10 0 10 20 0 50 Conflicting Peds, #/hr 0 0 10 0 0 10 0 0 10 0 0 10 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 ----------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 258 202 169 45 191 67 11 0 11 22 0 56 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 268 0 0 381 0 0 1166 1171 307 1143 1222 245 Stage 1 ------813813-325325- Stage 2 ------353358-818897- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1296 - - 1177 - - 171 193 733 177 180 794 Stage 1 ------372392-687649- Stage 2 ------664628-370358- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1284 - - 1166 - - 127 144 719 140 135 779 Mov Cap-2 Maneuver ------127144-140135- Stage 1 ------294310-543613- Stage 2 ------583593-288283- Approach EB WB NB SB HCM Control Delay, s 3.5 1.2 23.6 18.9 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 216 1284 - - 1166 - - 338 HCM Lane V/C Ratio 0.104 0.201 - - 0.039 - - 0.233 HCM Control Delay (s) 23.6 8.5 - - 8.2 0 - 18.9 HCM Lane LOS C A - - A A - C HCM 95th %tile Q(veh) 0.3 0.8 - - 0.1 - - 0.9 Acadia Long-Term PM 1: SR 125 SB Ramps & Otay Lakes Rd 08/30/2019 Acadia 09/22/2016 Long-Term PM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 2080 30 0 2010 120 0 0 0 580 0 120 Future Volume (veh/h) 0 2080 30 0 2010 120 0 0 0 580 0 120 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 2144 31 0 2072 124 598 0 124 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %022022 202 Cap, veh/h 0 3081 924 0 3081 1254 720 0 330 Arrive On Green 0.00 0.60 0.60 0.00 0.60 0.60 0.21 0.00 0.21 Sat Flow, veh/h 0 5274 1531 0 5274 1531 3456 0 1585 Grp Volume(v), veh/h 0 2144 31 0 2072 124 598 0 124 Grp Sat Flow(s),veh/h/ln 0 1702 1531 0 1702 1531 1728 0 1585 Q Serve(g_s), s 0.0 17.2 0.5 0.0 16.3 1.0 9.9 0.0 4.0 Cycle Q Clear(g_c), s 0.0 17.2 0.5 0.0 16.3 1.0 9.9 0.0 4.0 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3081 924 0 3081 1254 720 0 330 V/C Ratio(X) 0.00 0.70 0.03 0.00 0.67 0.10 0.83 0.00 0.38 Avail Cap(c_a), veh/h 0 3081 924 0 3081 1254 778 0 357 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.70 0.70 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 8.1 4.8 0.0 7.9 1.2 22.7 0.0 20.4 Incr Delay (d2), s/veh 0.0 1.3 0.1 0.0 0.8 0.1 7.3 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 4.9 0.1 0.0 4.6 0.5 4.5 0.0 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 9.5 4.9 0.0 8.8 1.3 30.0 0.0 21.2 LnGrp LOS AAAAAA CAC Approach Vol, veh/h 2175 2196 722 Approach Delay, s/veh 9.4 8.4 28.5 Approach LOS A A C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 42.0 18.0 42.0 Change Period (Y+Rc), s 5.8 5.5 5.8 Max Green Setting (Gmax), s 35.2 13.5 35.2 Max Q Clear Time (g_c+I1), s 19.2 11.9 18.3 Green Ext Time (p_c), s 15.2 0.6 16.0 Intersection Summary HCM 6th Ctrl Delay 11.6 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. Acadia Long-Term PM 2: Otay Lakes Rd & SR 125 NB Ramps 08/30/2019 Acadia 09/22/2016 Long-Term PM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 2610 120 0 2160 450 40 0 200 0 0 0 Future Volume (veh/h) 0 2610 120 0 2160 450 40 0 200 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 2777 128 0 2298 479 43 0 213 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 22022202 Cap, veh/h 0 3431 1192 0 3431 1030 182 0 285 Arrive On Green 0.00 0.67 0.67 0.00 0.67 0.67 0.10 0.00 0.10 Sat Flow, veh/h 0 5274 1533 0 5274 1533 1781 0 2790 Grp Volume(v), veh/h 0 2777 128 0 2298 479 43 0 213 Grp Sat Flow(s),veh/h/ln 0 1702 1533 0 1702 1533 1781 0 1395 Q Serve(g_s), s 0.0 19.6 1.0 0.0 13.4 7.5 1.1 0.0 3.7 Cycle Q Clear(g_c), s 0.0 19.6 1.0 0.0 13.4 7.5 1.1 0.0 3.7 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3431 1192 0 3431 1030 182 0 285 V/C Ratio(X) 0.00 0.81 0.11 0.00 0.67 0.46 0.24 0.00 0.75 Avail Cap(c_a), veh/h 0 3431 1192 0 3431 1030 182 0 285 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.61 0.61 0.00 0.17 0.17 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 5.9 1.4 0.0 4.9 3.9 20.7 0.0 21.8 Incr Delay (d2), s/veh 0.0 1.3 0.1 0.0 0.2 0.3 0.7 0.0 10.6 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/ln0.0 3.8 0.3 0.0 2.4 1.2 0.5 0.0 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 7.2 1.5 0.0 5.1 4.2 21.4 0.0 32.4 LnGrp LOS A AAAAACAC Approach Vol, veh/h 2905 2777 256 Approach Delay, s/veh 7.0 4.9 30.6 Approach LOS A A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 39.4 39.4 10.6 Change Period (Y+Rc), s 5.8 5.8 5.5 Max Green Setting (Gmax), s 33.6 33.6 5.1 Max Q Clear Time (g_c+I1), s 21.6 15.4 5.7 Green Ext Time (p_c), s 12.0 17.8 0.0 Intersection Summary HCM 6th Ctrl Delay 7.0 HCM 6th LOS A Acadia Long-Term PM 3: Otay Lakes Rd & Eastlake Pkwy 08/30/2019 Acadia 09/22/2016 Long-Term PM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 570 970 820 420 980 80 550 550 260 170 800 630 Future Volume (veh/h) 570 970 820 420 980 80 550 550 260 170 800 630 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 588 1000 845 433 1010 82 567 567 268 175 825 649 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 421 1487 773 361 1315 107 391 1271 718 236 1112 675 Arrive On Green 0.12 0.29 0.29 0.10 0.27 0.27 0.11 0.36 0.36 0.07 0.31 0.31 Sat Flow, veh/h 3456 5106 2652 3456 4801 389 3456 3554 1543 3456 3554 1540 Grp Volume(v), veh/h 588 1000 845 433 716 376 567 567 268 175 825 649 Grp Sat Flow(s),veh/h/ln1728 1702 1326 1728 1702 1786 1728 1777 1543 1728 1777 1540 Q Serve(g_s), s 14.0 19.8 33.5 12.0 22.2 22.3 13.0 14.0 13.0 5.7 23.9 36.0 Cycle Q Clear(g_c), s 14.0 19.8 33.5 12.0 22.2 22.3 13.0 14.0 13.0 5.7 23.9 36.0 Prop In Lane 1.00 1.00 1.00 0.22 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 421 1487 773 361 932 489 391 1271 718 236 1112 675 V/C Ratio(X) 1.40 0.67 1.09 1.20 0.77 0.77 1.45 0.45 0.37 0.74 0.74 0.96 Avail Cap(c_a), veh/h 421 1487 773 361 932 489 391 1271 718 300 1112 675 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.50 0.50 0.50 0.79 0.79 0.79 1.00 1.00 1.00 0.10 0.10 0.10 Uniform Delay (d), s/veh50.5 35.9 40.8 51.5 38.4 38.4 51.0 28.2 20.1 52.6 35.3 31.7 Incr Delay (d2), s/veh 186.2 1.2 53.0 109.8 4.8 8.9 217.0 0.3 0.4 0.8 0.3 4.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln16.9 8.4 16.4 10.7 9.8 10.9 17.4 6.0 4.7 2.5 10.3 17.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 236.7 37.1 93.8 161.3 43.2 47.4 268.0 28.5 20.5 53.4 35.6 36.6 LnGrp LOS F D F F D D F CCDDD Approach Vol, veh/h 2433 1525 1402 1649 Approach Delay, s/veh 105.0 77.7 123.8 37.9 Approach LOS F E F D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s16.0 40.5 17.0 41.5 18.0 38.5 11.9 46.6 Change Period (Y+Rc), s 4.0 * 7 4.0 5.5 4.0 * 7 4.0 5.5 Max Green Setting (Gmax), s12.0 * 34 13.0 36.0 14.0 * 32 10.0 39.0 Max Q Clear Time (g_c+I1), s14.0 35.5 15.0 38.0 16.0 24.3 7.7 16.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 4.7 0.1 6.1 Intersection Summary HCM 6th Ctrl Delay 87.1 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Long-Term PM 4: Otay Lakes Rd & Lane Ave 08/30/2019 Acadia 09/22/2016 Long-Term PM Synchro 10 Report Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 480 970 770 100 130 620 Future Volume (veh/h) 480 970 770 100 130 620 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 516 1043 828 108 140 667 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222 Cap, veh/h 627 2802 1394 181 465 827 Arrive On Green 0.18 0.55 0.31 0.31 0.26 0.26 Sat Flow, veh/h 3456 5274 4713 589 1781 3170 Grp Volume(v), veh/h 516 1043 619 317 140 667 Grp Sat Flow(s),veh/h/ln1728 1702 1702 1730 1781 1585 Q Serve(g_s), s 8.3 6.7 8.9 9.0 3.6 11.4 Cycle Q Clear(g_c), s 8.3 6.7 8.9 9.0 3.6 11.4 Prop In Lane 1.00 0.34 1.00 1.00 Lane Grp Cap(c), veh/h 627 2802 1044 530 465 827 V/C Ratio(X) 0.82 0.37 0.59 0.60 0.30 0.81 Avail Cap(c_a), veh/h 748 3184 1179 599 864 1537 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh22.7 7.4 17.0 17.0 17.1 20.0 Incr Delay (d2), s/veh 5.4 0.3 2.0 4.0 0.1 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.6 2.0 3.4 3.8 1.4 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.1 7.7 18.9 20.9 17.3 20.7 LnGrp LOS C A B C B C Approach Vol, veh/h 1559 936 807 Approach Delay, s/veh 14.5 19.6 20.1 Approach LOS B B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 37.7 20.1 14.0 23.7 Change Period (Y+Rc), s * 6 5.0 3.5 * 6 Max Green Setting (Gmax), s * 36 28.0 12.5 * 20 Max Q Clear Time (g_c+I1), s 8.7 13.4 10.3 11.0 Green Ext Time (p_c), s 17.1 1.7 0.2 6.5 Intersection Summary HCM 6th Ctrl Delay 17.3 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. Acadia Long-Term PM 5: Otay Lakes Rd & Fenton St 08/30/2019 Acadia 09/22/2016 Long-Term PM Synchro 10 Report Page 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 230 910 640 220 290 280 Future Volume (veh/h) 230 910 640 220 290 280 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 261 1034 727 250 330 318 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222 Cap, veh/h 258 2760 1201 406 457 407 Arrive On Green 0.15 0.54 0.32 0.32 0.26 0.26 Sat Flow, veh/h 1781 5274 3886 1258 1781 1585 Grp Volume(v), veh/h 261 1034 665 312 330 318 Grp Sat Flow(s),veh/h/ln1781 1702 1702 1572 1781 1585 Q Serve(g_s), s 8.0 6.4 9.1 9.3 9.3 10.3 Cycle Q Clear(g_c), s 8.0 6.4 9.1 9.3 9.3 10.3 Prop In Lane 1.00 0.80 1.00 1.00 Lane Grp Cap(c), veh/h 258 2760 1099 508 457 407 V/C Ratio(X) 1.01 0.37 0.60 0.62 0.72 0.78 Avail Cap(c_a), veh/h 258 3036 1283 593 1001 891 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh23.6 7.3 15.7 15.8 18.7 19.1 Incr Delay (d2), s/veh 58.7 0.2 1.2 2.7 2.0 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln7.3 1.8 3.3 3.3 3.7 8.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 82.3 7.5 16.9 18.5 20.7 22.1 LnGrp LOS F A B B C C Approach Vol, veh/h 1295 977 648 Approach Delay, s/veh 22.6 17.4 21.4 Approach LOS C B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 36.0 19.2 12.0 24.0 Change Period (Y+Rc), s 6.2 5.0 4.0 6.2 Max Green Setting (Gmax), s 32.8 31.0 8.0 20.8 Max Q Clear Time (g_c+I1), s 8.4 12.3 10.0 11.3 Green Ext Time (p_c), s 13.4 1.9 0.0 6.4 Intersection Summary HCM 6th Ctrl Delay 20.6 HCM 6th LOS C Acadia Long-Term PM 6: Otay Lakes Rd & Hunte Pkwy 08/30/2019 Acadia 09/22/2016 Long-Term PM Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 200 470 480 80 340 20 330 240 50 70 230 150 Future Volume (veh/h) 200 470 480 80 340 20 330 240 50 70 230 150 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 208 490 500 83 354 21 344 250 52 73 240 156 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 158 1320 615 146 1963 609 315 757 338 130 568 253 Arrive On Green 0.05 0.39 0.39 0.04 0.38 0.38 0.09 0.21 0.21 0.04 0.16 0.16 Sat Flow, veh/h 3456 3404 1585 3456 5106 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 208 490 500 83 354 21 344 250 52 73 240 156 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 3.0 6.8 18.6 1.6 3.0 0.5 6.0 3.9 1.8 1.4 4.0 6.0 Cycle Q Clear(g_c), s 3.0 6.8 18.6 1.6 3.0 0.5 6.0 3.9 1.8 1.4 4.0 6.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 158 1320 615 146 1963 609 315 757 338 130 568 253 V/C Ratio(X) 1.32 0.37 0.81 0.57 0.18 0.03 1.09 0.33 0.15 0.56 0.42 0.62 Avail Cap(c_a), veh/h 158 1500 698 158 2250 698 315 1728 771 263 1674 747 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh31.4 14.4 18.0 30.9 13.4 12.6 29.9 21.9 21.1 31.1 24.9 25.8 Incr Delay (d2), s/veh 181.6 0.2 7.0 2.1 0.1 0.0 77.5 0.3 0.3 1.4 0.6 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.2 2.4 7.3 0.7 1.1 0.2 5.8 1.6 0.6 0.6 1.7 2.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 213.0 14.6 25.0 33.0 13.5 12.7 107.4 22.2 21.3 32.5 25.5 28.7 LnGrp LOS F B C C B B F CCCCC Approach Vol, veh/h 1198 458 646 469 Approach Delay, s/veh 53.4 17.0 67.5 27.7 Approach LOS D B E C Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.8 32.5 10.0 16.5 7.0 32.3 6.5 20.0 Change Period (Y+Rc), s 4.0 * 7 4.0 * 6 4.0 * 7 4.0 * 6 Max Green Setting (Gmax), s3.0 * 29 6.0 * 31 3.0 * 29 5.0 * 32 Max Q Clear Time (g_c+I1), s3.6 20.6 8.0 8.0 5.0 5.0 3.4 5.9 Green Ext Time (p_c), s 0.0 5.0 0.0 2.5 0.0 3.2 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 46.3 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Long-Term PM 7: Eastlake Pkwy & Fenton St 08/30/2019 Acadia 09/22/2016 Long-Term PM Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 180 220 100 450 180 100 200 630 220 120 820 180 Future Volume (veh/h) 180 220 100 450 180 100 200 630 220 120 820 180 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 189 232 105 474 189 105 211 663 232 126 863 189 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 213 262 412 733 240 133 191 634 222 98 712 156 Arrive On Green 0.26 0.26 0.26 0.21 0.21 0.21 0.06 0.25 0.25 0.06 0.25 0.25 Sat Flow, veh/h 821 1008 1585 3456 1130 628 3456 2582 903 1781 2898 635 Grp Volume(v), veh/h 421 0 105 474 0 294 211 456 439 126 529 523 Grp Sat Flow(s),veh/h/ln1829 0 1585 1728 0 1757 1728 1777 1708 1781 1777 1756 Q Serve(g_s), s 18.0 0.0 4.3 10.2 0.0 12.9 4.5 20.0 20.0 4.5 20.0 20.0 Cycle Q Clear(g_c), s 18.0 0.0 4.3 10.2 0.0 12.9 4.5 20.0 20.0 4.5 20.0 20.0 Prop In Lane 0.45 1.00 1.00 0.36 1.00 0.53 1.00 0.36 Lane Grp Cap(c), veh/h 475 0 412 733 0 373 191 436 420 98 436 431 V/C Ratio(X) 0.89 0.00 0.26 0.65 0.00 0.79 1.10 1.05 1.05 1.28 1.21 1.21 Avail Cap(c_a), veh/h 539 0 467 976 0 496 191 436 420 98 436 431 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh29.0 0.0 23.9 29.3 0.0 30.3 38.5 30.7 30.7 38.5 30.7 30.7 Incr Delay (d2), s/veh 15.0 0.0 0.3 1.0 0.0 6.1 95.9 55.4 56.4 183.3 114.9 115.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln9.6 0.0 1.6 4.2 0.0 5.9 4.4 14.9 14.5 6.9 22.1 21.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.9 0.0 24.2 30.3 0.0 36.5 134.4 86.1 87.1 221.8 145.6 146.0 LnGrp LOS D A C C A D FFFFFF Approach Vol, veh/h 526 768 1106 1178 Approach Delay, s/veh 40.0 32.6 95.7 154.0 Approach LOS D C F F Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 26.1 8.0 25.0 22.3 8.0 25.0 Change Period (Y+Rc), s 5.0 3.5 5.0 5.0 3.5 5.0 Max Green Setting (Gmax), s 24.0 4.5 20.0 23.0 4.5 20.0 Max Q Clear Time (g_c+I1), s 20.0 6.5 22.0 14.9 6.5 22.0 Green Ext Time (p_c), s 1.1 0.0 0.0 2.4 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 93.2 HCM 6th LOS F Acadia Long-Term PM 8: Lane Ave & Fenton St 08/30/2019 Acadia 09/22/2016 Long-Term PM Synchro 10 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 240 250 90 290 360 270 80 370 220 180 380 230 Future Volume (veh/h) 240 250 90 290 360 270 80 370 220 180 380 230 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.95 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 273 284 102 330 409 307 91 420 250 205 432 261 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 256 437 462 305 489 572 117 535 314 193 627 375 Arrive On Green 0.14 0.23 0.23 0.17 0.26 0.26 0.07 0.25 0.25 0.11 0.30 0.30 Sat Flow, veh/h 1781 1870 1531 1781 1870 1535 1781 2106 1237 1781 2112 1263 Grp Volume(v), veh/h 273 284 102 330 409 307 91 354 316 205 363 330 Grp Sat Flow(s),veh/h/ln1781 1870 1531 1781 1870 1535 1781 1777 1565 1781 1777 1598 Q Serve(g_s), s 10.5 10.0 3.7 12.5 15.1 11.5 3.7 13.5 13.8 7.9 13.2 13.4 Cycle Q Clear(g_c), s 10.5 10.0 3.7 12.5 15.1 11.5 3.7 13.5 13.8 7.9 13.2 13.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.79 1.00 0.79 Lane Grp Cap(c), veh/h 256 437 462 305 489 572 117 452 398 193 527 474 V/C Ratio(X) 1.07 0.65 0.22 1.08 0.84 0.54 0.78 0.78 0.80 1.06 0.69 0.70 Avail Cap(c_a), veh/h 256 553 557 305 604 667 173 511 450 193 530 477 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh31.3 25.3 19.2 30.3 25.5 18.2 33.6 25.4 25.5 32.6 22.7 22.8 Incr Delay (d2), s/veh 74.8 1.1 0.1 75.3 7.4 0.4 6.5 7.3 9.0 82.8 3.9 4.6 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/ln9.7 4.4 1.3 11.5 7.3 3.9 1.8 6.3 5.8 7.7 5.8 5.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 106.1 26.3 19.3 105.6 32.9 18.6 40.1 32.6 34.5 115.4 26.6 27.4 LnGrp LOS F C B F C B D C C F C C Approach Vol, veh/h 659 1046 761 898 Approach Delay, s/veh 58.3 51.6 34.3 47.1 Approach LOS E D C D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s16.0 22.1 8.3 26.7 14.0 24.1 11.4 23.6 Change Period (Y+Rc), s 3.5 5.0 3.5 5.0 3.5 5.0 3.5 5.0 Max Green Setting (Gmax), s12.5 21.6 7.1 21.8 10.5 23.6 7.9 21.0 Max Q Clear Time (g_c+I1), s14.5 12.0 5.7 15.4 12.5 17.1 9.9 15.8 Green Ext Time (p_c), s 0.0 1.0 0.0 2.7 0.0 1.5 0.0 2.2 Intersection Summary HCM 6th Ctrl Delay 47.8 HCM 6th LOS D Acadia Long-Term PM 9: Fenton St & Showroom Pl 08/30/2019 Acadia 09/22/2016 Long-Term PM Synchro 10 Report Page 9 Intersection Intersection Delay, s/veh17.7 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 80 320 10 20 200 210 20 10 70 180 0 70 Future Vol, veh/h 80 320 10 20 200 210 20 10 70 180 0 70 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 22222222222 Mvmt Flow 92 368 11 23 230 241 23 11 80 207 0 80 Number of Lanes 1 10011010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 22.3 14.6 12.2 17.6 HCM LOS C B B C Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, % 20% 100% 0% 9% 0% 72% Vol Thru, % 10% 0% 97% 91% 0% 0% Vol Right, % 70% 0% 3% 0% 100% 28% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 100 80 330 220 210 250 LT Vol 20 80 0 20 0 180 Through Vol 10 0 320 200 0 0 RT Vol 70 0 10 0 210 70 Lane Flow Rate 115 92 379 253 241 287 Geometry Grp 277772 Degree of Util (X) 0.225 0.187 0.716 0.485 0.412 0.542 Departure Headway (Hd) 7.045 7.325 6.792 6.904 6.14 6.79 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 508 489 531 521 584 532 Service Time 5.111 5.074 4.54 4.654 3.89 4.839 HCM Lane V/C Ratio 0.226 0.188 0.714 0.486 0.413 0.539 HCM Control Delay 12.2 11.8 24.9 16 13.2 17.6 HCM Lane LOS B B C C B C HCM 95th-tile Q 0.9 0.7 5.8 2.6 2 3.2 Acadia Long-Term PM 10: Fenton St & Harold Pl 08/30/2019 Acadia 09/22/2016 Long-Term PM Synchro 10 Report Page 10 Intersection Int Delay, s/veh 578.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 320 290 30 10 250 100 80 0 70 80 0 380 Future Vol, veh/h 320 290 30 10 250 100 80 0 70 80 0 380 Conflicting Peds, #/hr 0 0 10 0 0 10 0 0 10 0 0 10 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 ----------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 81 81 81 81 81 81 81 81 81 81 81 81 Heavy Vehicles, % 2 22222222222 Mvmt Flow 395 358 37 12 309 123 99 0 86 99 0 469 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 442 0 0 405 0 0 1816 1643 397 1625 1600 391 Stage 1 ------1177 1177 - 405 405 - Stage 2 ------639466-1220 1195 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1118 - - 1154 - - ~ 60 100 652 ~ 82 106 658 Stage 1 ------233265-622598- Stage 2 ------464562-220260- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1107 - - 1143 - - ~ 12 62 640 ~ 50 66 646 Mov Cap-2 Maneuver ------~ 1262-~ 5066- Stage 1 ------148169-396584- Stage 2 ------124549-121166- Approach EB WB NB SB HCM Control Delay, s 5 0.2 $ 3682.9 $ 815.4 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 22 1107 - - 1143 - - 210 HCM Lane V/C Ratio 8.418 0.357 - - 0.011 - - 2.704 HCM Control Delay (s) $ 3682.9 10 - - 8.2 0 -$ 815.4 HCM Lane LOS F B - - A A - F HCM 95th %tile Q(veh) 23.4 1.6 - - 0 - - 49.1 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Acadia Year 2035 AM 1: SR 125 SB Ramps & Otay Lakes Rd 08/30/2019 Acadia 09/22/2016 Year 2035 AM Synchro 10 Report Page 1 Lane Group EBT EBR WBT WBR SBL SBR Lane Group Flow (vph) 1884 63 1305 158 316 95 v/c Ratio 0.58 0.06 0.40 0.13 0.59 0.31 Control Delay 6.7 1.4 5.3 0.8 26.5 11.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.7 1.4 5.3 0.8 26.5 11.7 Queue Length 50th (ft) 110 0 64 0 49 7 Queue Length 95th (ft) 138 9 82 0 84 40 Internal Link Dist (ft) 435 706 Turn Bay Length (ft) 300 340 500 Base Capacity (vph) 3271 999 3271 1246 549 313 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.58 0.06 0.40 0.13 0.58 0.30 Intersection Summary Acadia Year 2035 AM 2: Otay Lakes Rd & SR 125 NB Ramps 08/30/2019 Acadia 09/22/2016 Year 2035 AM Synchro 10 Report Page 2 Lane Group EBT EBR WBT WBR NBL NBR Lane Group Flow (vph) 2095 189 1484 674 32 168 v/c Ratio 0.62 0.16 0.44 0.55 0.16 0.47 Control Delay 5.8 1.0 4.5 2.2 22.4 18.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.8 1.0 4.5 2.2 22.4 18.7 Queue Length 50th (ft) 97 0 57 0 9 17 Queue Length 95th (ft) 131 0 78 23 28 42 Internal Link Dist (ft) 706 1382 Turn Bay Length (ft) 350 320 305 Base Capacity (vph) 3376 1200 3376 1233 194 360 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.62 0.16 0.44 0.55 0.16 0.47 Intersection Summary Acadia Year 2035 AM 3: Otay Lakes Rd & Eastlake Pkwy 08/30/2019 Acadia 09/22/2016 Year 2035 AM Synchro 10 Report Page 3 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 589 989 358 274 1074 684 474 200 53 263 295 v/c Ratio 0.77 0.50 0.29 0.74 0.79 1.21 0.42 0.28 0.37 0.42 0.42 Control Delay 54.1 32.7 4.2 66.9 47.3 155.2 34.2 12.5 66.1 45.6 16.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.1 32.7 4.2 66.9 47.3 155.2 34.2 12.5 66.1 45.6 16.3 Queue Length 50th (ft) 224 199 0 111 276 ~354 177 68 22 107 104 Queue Length 95th (ft) #424 319 40 158 358 #476 178 87 44 123 162 Internal Link Dist (ft) 1382 1328 282 900 Turn Bay Length (ft) 260 260 215 285 290 200 350 Base Capacity (vph) 769 1959 1215 411 1374 564 1443 735 143 1019 710 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.77 0.50 0.29 0.67 0.78 1.21 0.33 0.27 0.37 0.26 0.42 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 AM 4: Otay Lakes Rd & Lane Ave 08/30/2019 Acadia 09/22/2016 Year 2035 AM Synchro 10 Report Page 4 Lane Group EBL EBT WBT SBL SBR Lane Group Flow (vph) 638 660 1234 234 159 v/c Ratio 0.83 0.20 0.69 0.37 0.45 Control Delay 34.5 5.7 19.7 8.8 7.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 34.5 5.7 19.7 8.8 7.9 Queue Length 50th (ft) 95 20 108 11 0 Queue Length 95th (ft) #278 86 #285 32 38 Internal Link Dist (ft) 1328 1713 1031 Turn Bay Length (ft) 220 260 Base Capacity (vph) 772 3293 1811 1657 786 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.83 0.20 0.68 0.14 0.20 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 AM 5: Otay Lakes Rd & Fenton St 08/30/2019 Acadia 09/22/2016 Year 2035 AM Synchro 10 Report Page 5 Lane Group EBL EBT WBT SBL SBR Lane Group Flow (vph) 226 559 1462 86 65 v/c Ratio 0.88 0.16 0.68 0.25 0.19 Control Delay 62.5 6.4 18.0 19.4 6.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 62.5 6.4 18.0 19.4 6.1 Queue Length 50th (ft) 68 20 122 24 0 Queue Length 95th (ft) #259 80 #353 51 21 Internal Link Dist (ft) 1713 1725 666 Turn Bay Length (ft) 300 Base Capacity (vph) 256 3400 2139 995 897 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.88 0.16 0.68 0.09 0.07 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 AM 6: Otay Lakes Rd & Hunte Pkwy 08/30/2019 Acadia 09/22/2016 Year 2035 AM Synchro 10 Report Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 241 425 253 644 92 529 793 103 34 529 345 v/c Ratio 1.20 0.30 1.69 0.49 0.18 1.76 0.56 0.14 0.23 0.52 0.61 Control Delay 163.4 10.9 361.4 24.0 2.6 379.4 19.2 1.9 41.4 23.0 16.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 163.4 10.9 361.4 24.0 2.6 379.4 19.2 1.9 41.4 23.0 16.9 Queue Length 50th (ft) ~63 24 ~80 82 0 ~172 122 0 7 96 65 Queue Length 95th (ft) #169 52 #189 133 14 #341 235 13 24 159 156 Internal Link Dist (ft) 1725 314 293 369 Turn Bay Length (ft) 315 300 240 300 240 290 Base Capacity (vph) 201 2104 150 2084 727 301 1761 860 150 1606 801 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 1.20 0.20 1.69 0.31 0.13 1.76 0.45 0.12 0.23 0.33 0.43 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 AM 7: Eastlake Pkwy & Fenton St 08/30/2019 Acadia 09/22/2016 Year 2035 AM Synchro 10 Report Page 7 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 234 64 234 192 138 819 106 457 v/c Ratio 0.63 0.16 0.38 0.57 0.47 0.85 0.68 0.44 Control Delay 35.3 1.0 28.0 30.4 39.5 34.5 59.4 23.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.3 1.0 28.0 30.4 39.5 34.5 59.4 23.4 Queue Length 50th (ft) 93 0 46 66 29 153 45 76 Queue Length 95th (ft) 185 2 86 140 69 #364 #155 165 Internal Link Dist (ft) 127 1414 900 219 Turn Bay Length (ft) 120 230 220 Base Capacity (vph) 598 587 1113 586 353 960 157 1034 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.39 0.11 0.21 0.33 0.39 0.85 0.68 0.44 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 AM 8: Lane Ave & Fenton St 08/30/2019 Acadia 09/22/2016 Year 2035 AM Synchro 10 Report Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 126 253 57 103 172 115 80 701 230 551 v/c Ratio 0.49 0.62 0.10 0.74 0.46 0.18 0.47 0.68 0.77 0.46 Control Delay 40.2 27.9 2.3 63.6 25.0 3.2 37.2 12.5 47.6 13.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.2 27.9 2.3 63.6 25.0 3.2 37.2 12.5 47.6 13.8 Queue Length 50th (ft) 42 77 0 35 51 0 26 46 74 57 Queue Length 95th (ft) #152 152 11 #133 108 22 74 103 #231 113 Internal Link Dist (ft) 1414 1120 1031 363 Turn Bay Length (ft) 200 140 140 130 100 Base Capacity (vph) 258 757 621 140 724 640 212 1415 297 1473 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.49 0.33 0.09 0.74 0.24 0.18 0.38 0.50 0.77 0.37 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 PM 1: SR 125 SB Ramps & Otay Lakes Rd 08/30/2019 Acadia 09/22/2016 Year 2035 PM Synchro 10 Report Page 1 Lane Group EBT EBR WBT WBR SBL SBR Lane Group Flow (vph) 2144 31 2072 124 598 124 v/c Ratio 0.71 0.03 0.69 0.10 0.79 0.32 Control Delay 10.4 1.5 10.0 0.7 31.5 15.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.4 1.5 10.0 0.7 31.5 15.0 Queue Length 50th (ft) 177 0 167 0 105 22 Queue Length 95th (ft) 228 6 215 0 #173 60 Internal Link Dist (ft) 435 706 Turn Bay Length (ft) 300 340 500 Base Capacity (vph) 3010 914 3010 1270 772 395 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.71 0.03 0.69 0.10 0.77 0.31 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 PM 2: Otay Lakes Rd & SR 125 NB Ramps 08/30/2019 Acadia 09/22/2016 Year 2035 PM Synchro 10 Report Page 2 Lane Group EBT EBR WBT WBR NBL NBR Lane Group Flow (vph) 2777 128 2298 479 43 213 v/c Ratio 0.81 0.11 0.67 0.41 0.24 0.66 Control Delay 8.5 0.9 6.2 1.5 24.2 27.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.5 0.9 6.2 1.5 24.2 27.9 Queue Length 50th (ft) 162 0 111 0 12 25 Queue Length 95th (ft) 222 0 149 19 35 #67 Internal Link Dist (ft) 706 1382 Turn Bay Length (ft) 350 320 305 Base Capacity (vph) 3417 1200 3417 1176 180 321 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.81 0.11 0.67 0.41 0.24 0.66 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 PM 3: Otay Lakes Rd & Eastlake Pkwy 08/30/2019 Acadia 09/22/2016 Year 2035 PM Synchro 10 Report Page 3 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 588 1000 845 433 1092 567 567 268 175 825 649 v/c Ratio 1.13 0.69 0.84 0.94 0.81 1.37 0.50 0.35 0.60 0.82 0.88 Control Delay 125.9 39.6 30.0 80.2 44.7 218.9 33.3 13.8 60.0 46.0 38.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 125.9 39.6 30.0 80.2 44.7 218.9 33.3 13.8 60.0 46.0 38.1 Queue Length 50th (ft) ~274 238 198 ~170 272 ~296 178 81 65 296 356 Queue Length 95th (ft) #414 289 292 #305 327 #407 225 140 102 361 #628 Internal Link Dist (ft) 1382 1328 282 900 Turn Bay Length (ft) 260 260 215 285 290 200 350 Base Capacity (vph) 519 1481 1028 460 1382 415 1200 764 298 1107 738 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 1.13 0.68 0.82 0.94 0.79 1.37 0.47 0.35 0.59 0.75 0.88 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 PM 4: Otay Lakes Rd & Lane Ave 08/30/2019 Acadia 09/22/2016 Year 2035 PM Synchro 10 Report Page 4 Lane Group EBL EBT WBT SBL SBR Lane Group Flow (vph) 516 1043 936 474 333 v/c Ratio 0.70 0.33 0.56 0.57 0.64 Control Delay 28.9 6.7 17.3 9.1 8.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 28.9 6.7 17.3 9.1 8.6 Queue Length 50th (ft) 74 40 79 20 0 Queue Length 95th (ft) #209 142 182 51 53 Internal Link Dist (ft) 1328 1713 1031 Turn Bay Length (ft) 220 260 Base Capacity (vph) 810 3458 1900 1810 899 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.64 0.30 0.49 0.26 0.37 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 PM 5: Otay Lakes Rd & Fenton St 08/30/2019 Acadia 09/22/2016 Year 2035 PM Synchro 10 Report Page 5 Lane Group EBL EBT WBT SBL SBR Lane Group Flow (vph) 261 1034 977 330 318 v/c Ratio 1.07 0.39 0.62 0.64 0.47 Control Delay 110.2 10.3 18.2 24.4 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 110.2 10.3 18.2 24.4 4.6 Queue Length 50th (ft) ~107 69 88 104 0 Queue Length 95th (ft) #294 149 168 170 41 Internal Link Dist (ft) 1713 1725 666 Turn Bay Length (ft) 300 Base Capacity (vph) 244 2880 1817 947 974 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 1.07 0.36 0.54 0.35 0.33 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 PM 6: Otay Lakes Rd & Hunte Pkwy 08/30/2019 Acadia 09/22/2016 Year 2035 PM Synchro 10 Report Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 208 990 83 354 21 344 250 52 73 240 156 v/c Ratio 1.23 0.56 0.49 0.23 0.04 1.01 0.27 0.10 0.29 0.33 0.35 Control Delay 177.8 14.0 46.3 17.4 0.1 88.0 21.5 0.4 35.9 23.3 6.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 177.8 14.0 46.3 17.4 0.1 88.0 21.5 0.4 35.9 23.3 6.5 Queue Length 50th (ft) ~49 69 15 32 0 ~66 42 0 13 41 0 Queue Length 95th (ft) #162 159 #63 76 0 #227 79 0 43 77 40 Internal Link Dist (ft) 1725 314 293 369 Turn Bay Length (ft) 315 300 240 300 240 290 Base Capacity (vph) 169 2405 169 2432 826 339 1868 904 283 1809 885 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 1.23 0.41 0.49 0.15 0.03 1.01 0.13 0.06 0.26 0.13 0.18 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 PM 7: Eastlake Pkwy & Fenton St 08/30/2019 Acadia 09/22/2016 Year 2035 PM Synchro 10 Report Page 7 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 421 105 474 294 211 895 126 1052 v/c Ratio 0.88 0.21 0.62 0.71 1.15 1.05 1.33 1.24 Control Delay 51.3 4.5 33.6 37.5 150.3 77.1 240.1 150.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.3 4.5 33.6 37.5 150.3 77.1 240.1 150.3 Queue Length 50th (ft) 216 0 120 133 ~72 ~282 ~92 ~387 Queue Length 95th (ft) #392 28 169 219 #147 #424 #209 #538 Internal Link Dist (ft) 139 1414 900 219 Turn Bay Length (ft) 120 230 220 Base Capacity (vph) 523 545 945 506 184 852 95 845 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.80 0.19 0.50 0.58 1.15 1.05 1.33 1.24 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 PM 8: Lane Ave & Fenton St 08/30/2019 Acadia 09/22/2016 Year 2035 PM Synchro 10 Report Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 273 284 102 330 409 307 91 670 205 693 v/c Ratio 1.05 0.64 0.17 1.07 0.83 0.45 0.60 0.75 1.05 0.65 Control Delay 106.9 32.5 4.1 105.7 40.8 11.6 52.0 25.7 117.2 21.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 106.9 32.5 4.1 105.7 40.8 11.6 52.0 25.7 117.2 21.8 Queue Length 50th (ft) ~149 117 0 ~182 176 58 42 117 ~112 119 Queue Length 95th (ft) #300 194 25 #346 #282 116 #99 176 #245 178 Internal Link Dist (ft) 1414 1120 1031 363 Turn Bay Length (ft) 200 140 140 130 100 Base Capacity (vph) 259 561 620 308 613 677 175 1064 195 1122 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 1.05 0.51 0.16 1.07 0.67 0.45 0.52 0.63 1.05 0.62 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\Appendices\Appendices.3022.doc APPENDIX G LONG-TERM WITH PROJECT PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS Acadia Long-Term with Project AM 1: SR 125 SB Ramps & Otay Lakes Rd 08/30/2019 Acadia 09/22/2016 Long-Term with Project AM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1837 60 0 1260 157 0 0 0 327 0 90 Future Volume (veh/h) 0 1837 60 0 1260 157 0 0 0 327 0 90 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1934 63 0 1326 165 344 0 95 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %022022 202 Cap, veh/h 0 3361 1009 0 3361 1233 471 0 216 Arrive On Green 0.00 0.66 0.66 0.00 0.66 0.66 0.14 0.00 0.14 Sat Flow, veh/h 0 5274 1533 0 5274 1544 3456 0 1585 Grp Volume(v), veh/h 0 1934 63 0 1326 165 344 0 95 Grp Sat Flow(s),veh/h/ln 0 1702 1533 0 1702 1544 1728 0 1585 Q Serve(g_s), s 0.0 11.5 0.8 0.0 6.6 1.4 5.3 0.0 3.0 Cycle Q Clear(g_c), s 0.0 11.5 0.8 0.0 6.6 1.4 5.3 0.0 3.0 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3361 1009 0 3361 1233 471 0 216 V/C Ratio(X) 0.00 0.58 0.06 0.00 0.39 0.13 0.73 0.00 0.44 Avail Cap(c_a), veh/h 0 3361 1009 0 3361 1233 534 0 245 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.90 0.90 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 5.2 3.3 0.0 4.3 1.3 22.8 0.0 21.8 Incr Delay (d2), s/veh 0.0 0.7 0.1 0.0 0.3 0.2 4.5 0.0 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.6 0.2 0.0 1.5 0.5 2.3 0.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 5.9 3.5 0.0 4.7 1.5 27.3 0.0 23.3 LnGrp LOS AAAAAA CAC Approach Vol, veh/h 1997 1491 439 Approach Delay, s/veh 5.8 4.3 26.5 Approach LOS A A C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 42.0 13.0 42.0 Change Period (Y+Rc), s 5.8 5.5 5.8 Max Green Setting (Gmax), s 35.2 8.5 35.2 Max Q Clear Time (g_c+I1), s 13.5 7.3 8.6 Green Ext Time (p_c), s 19.6 0.3 19.1 Intersection Summary HCM 6th Ctrl Delay 7.6 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. Acadia Long-Term with Project AM 2: Otay Lakes Rd & SR 125 NB Ramps 08/30/2019 Acadia 09/22/2016 Long-Term with Project AM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 2064 180 0 1437 652 30 0 176 0 0 0 Future Volume (veh/h) 0 2064 180 0 1437 652 30 0 176 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 2173 189 0 1513 686 32 0 185 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 22022202 Cap, veh/h 0 3445 1192 0 3445 1034 177 0 277 Arrive On Green 0.00 0.67 0.67 0.00 0.67 0.67 0.10 0.00 0.10 Sat Flow, veh/h 0 5274 1533 0 5274 1533 1781 0 2790 Grp Volume(v), veh/h 0 2173 189 0 1513 686 32 0 185 Grp Sat Flow(s),veh/h/ln 0 1702 1533 0 1702 1533 1781 0 1395 Q Serve(g_s), s 0.0 12.1 1.6 0.0 6.9 13.2 0.8 0.0 3.2 Cycle Q Clear(g_c), s 0.0 12.1 1.6 0.0 6.9 13.2 0.8 0.0 3.2 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3445 1192 0 3445 1034 177 0 277 V/C Ratio(X) 0.00 0.63 0.16 0.00 0.44 0.66 0.18 0.00 0.67 Avail Cap(c_a), veh/h 0 3445 1192 0 3445 1034 196 0 307 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.77 0.77 0.00 0.31 0.31 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 4.6 1.5 0.0 3.8 4.8 20.6 0.0 21.7 Incr Delay (d2), s/veh 0.0 0.7 0.2 0.0 0.1 1.1 0.5 0.0 4.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 2.3 0.4 0.0 1.2 2.3 0.3 0.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 5.3 1.7 0.0 3.9 5.8 21.2 0.0 26.7 LnGrp LOS A AAAAACAC Approach Vol, veh/h 2362 2199 217 Approach Delay, s/veh 5.0 4.5 25.9 Approach LOS A A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 39.5 39.5 10.5 Change Period (Y+Rc), s 5.8 5.8 5.5 Max Green Setting (Gmax), s 33.2 33.2 5.5 Max Q Clear Time (g_c+I1), s 14.1 15.2 5.2 Green Ext Time (p_c), s 18.3 16.6 0.0 Intersection Summary HCM 6th Ctrl Delay 5.7 HCM 6th LOS A Acadia Long-Term with Project AM 3: Otay Lakes Rd & Eastlake Pkwy 08/30/2019 Acadia 09/22/2016 Long-Term with Project AM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 587 1003 340 263 957 90 650 455 195 50 252 292 Future Volume (veh/h) 587 1003 340 263 957 90 650 455 195 50 252 292 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 618 1056 358 277 1007 95 684 479 205 53 265 307 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 470 1806 928 332 1486 140 553 1261 700 108 803 561 Arrive On Green 0.14 0.35 0.35 0.10 0.31 0.31 0.16 0.35 0.35 0.03 0.23 0.23 Sat Flow, veh/h 3456 5106 2624 3456 4733 446 3456 3554 1543 3456 3554 1530 Grp Volume(v), veh/h 618 1056 358 277 724 378 684 479 205 53 265 307 Grp Sat Flow(s),veh/h/ln1728 1702 1312 1728 1702 1775 1728 1777 1543 1728 1777 1530 Q Serve(g_s), s 17.0 21.1 12.8 9.8 23.1 23.2 20.0 12.6 10.5 1.9 7.8 20.0 Cycle Q Clear(g_c), s 17.0 21.1 12.8 9.8 23.1 23.2 20.0 12.6 10.5 1.9 7.8 20.0 Prop In Lane 1.00 1.00 1.00 0.25 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 470 1806 928 332 1069 557 553 1261 700 108 803 561 V/C Ratio(X) 1.31 0.58 0.39 0.83 0.68 0.68 1.24 0.38 0.29 0.49 0.33 0.55 Avail Cap(c_a), veh/h 470 1806 928 415 1069 557 553 1450 782 138 1023 656 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.73 0.73 0.73 0.69 0.69 0.69 1.00 1.00 1.00 0.92 0.92 0.92 Uniform Delay (d), s/veh54.0 32.9 30.2 55.5 37.4 37.4 52.5 30.1 21.7 59.6 40.5 31.8 Incr Delay (d2), s/veh 152.6 1.0 0.9 6.7 2.4 4.6 121.6 0.2 0.3 3.8 0.3 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln17.3 8.8 4.2 4.6 10.0 10.8 18.0 5.4 3.9 0.9 3.5 7.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 206.6 33.9 31.1 62.2 39.8 42.0 174.1 30.3 22.0 63.4 40.7 32.7 LnGrp LOS F C C E D D F C C E D C Approach Vol, veh/h 2032 1379 1368 625 Approach Delay, s/veh 85.9 44.9 100.9 38.7 Approach LOS F D F D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s16.0 51.2 24.0 33.8 21.0 46.2 7.9 49.9 Change Period (Y+Rc), s 4.0 * 7 4.0 5.5 4.0 * 7 4.0 5.5 Max Green Setting (Gmax), s15.0 * 34 20.0 36.0 17.0 * 32 5.0 51.0 Max Q Clear Time (g_c+I1), s11.8 23.1 22.0 22.0 19.0 25.2 3.9 14.6 Green Ext Time (p_c), s 0.2 7.4 0.0 2.9 0.0 4.2 0.0 5.4 Intersection Summary HCM 6th Ctrl Delay 73.8 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Long-Term with Project AM 4: Otay Lakes Rd & Lane Ave 08/30/2019 Acadia 09/22/2016 Long-Term with Project AM Synchro 10 Report Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 600 688 1070 120 70 300 Future Volume (veh/h) 600 688 1070 120 70 300 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 638 732 1138 128 74 319 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222 Cap, veh/h 751 3293 1674 188 263 468 Arrive On Green 0.22 0.64 0.36 0.36 0.15 0.15 Sat Flow, veh/h 3456 5274 4800 521 1781 3170 Grp Volume(v), veh/h 638 732 836 430 74 319 Grp Sat Flow(s),veh/h/ln1728 1702 1702 1749 1781 1585 Q Serve(g_s), s 9.4 3.1 11.0 11.0 2.0 5.1 Cycle Q Clear(g_c), s 9.4 3.1 11.0 11.0 2.0 5.1 Prop In Lane 1.00 0.30 1.00 1.00 Lane Grp Cap(c), veh/h 751 3293 1230 632 263 468 V/C Ratio(X) 0.85 0.22 0.68 0.68 0.28 0.68 Avail Cap(c_a), veh/h 815 3469 1285 660 941 1675 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh19.9 3.9 14.3 14.3 20.1 21.4 Incr Delay (d2), s/veh 7.3 0.1 2.6 5.0 0.2 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.1 0.7 4.1 4.6 0.8 4.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.2 4.0 16.9 19.3 20.3 22.1 LnGrp LOS C A B B C C Approach Vol, veh/h 1370 1266 393 Approach Delay, s/veh 14.8 17.7 21.7 Approach LOS B B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 40.2 12.8 15.0 25.1 Change Period (Y+Rc), s * 6 5.0 3.5 * 6 Max Green Setting (Gmax), s * 36 28.0 12.5 * 20 Max Q Clear Time (g_c+I1), s 5.1 7.1 11.4 13.0 Green Ext Time (p_c), s 12.9 0.8 0.1 6.0 Intersection Summary HCM 6th Ctrl Delay 16.9 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. Acadia Long-Term with Project AM 5: Otay Lakes Rd & Fenton St 08/30/2019 Acadia 09/22/2016 Long-Term with Project AM Synchro 10 Report Page 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 278 520 1090 292 89 90 Future Volume (veh/h) 278 520 1090 292 89 90 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 299 559 1172 314 96 97 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222 Cap, veh/h 297 3394 1646 441 182 162 Arrive On Green 0.17 0.66 0.41 0.41 0.10 0.10 Sat Flow, veh/h 1781 5274 4135 1063 1781 1585 Grp Volume(v), veh/h 299 559 1006 480 96 97 Grp Sat Flow(s),veh/h/ln1781 1702 1702 1626 1781 1585 Q Serve(g_s), s 8.0 2.0 11.8 11.8 2.5 2.8 Cycle Q Clear(g_c), s 8.0 2.0 11.8 11.8 2.5 2.8 Prop In Lane 1.00 0.65 1.00 1.00 Lane Grp Cap(c), veh/h 297 3394 1413 675 182 162 V/C Ratio(X) 1.01 0.16 0.71 0.71 0.53 0.60 Avail Cap(c_a), veh/h 297 3486 1474 704 1149 1023 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh20.0 3.0 11.7 11.7 20.5 20.6 Incr Delay (d2), s/veh 54.3 0.0 2.0 4.2 2.1 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln7.4 0.4 3.9 4.2 1.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 74.3 3.1 13.7 15.9 22.6 23.8 LnGrp LOS F A B B C C Approach Vol, veh/h 858 1486 193 Approach Delay, s/veh 27.9 14.4 23.2 Approach LOS C B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 38.1 9.9 12.0 26.1 Change Period (Y+Rc), s 6.2 5.0 4.0 6.2 Max Green Setting (Gmax), s 32.8 31.0 8.0 20.8 Max Q Clear Time (g_c+I1), s 4.0 4.8 10.0 13.8 Green Ext Time (p_c), s 7.5 0.5 0.0 6.1 Intersection Summary HCM 6th Ctrl Delay 19.6 HCM 6th LOS B Acadia Long-Term with Project AM 6: Otay Lakes Rd & Hunte Pkwy 08/30/2019 Acadia 09/22/2016 Long-Term with Project AM Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 214 171 204 220 564 80 469 690 90 30 460 309 Future Volume (veh/h) 214 171 204 220 564 80 469 690 90 30 460 309 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 246 197 234 253 648 92 539 793 103 34 529 355 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 206 832 388 155 1172 364 309 1338 597 73 1094 488 Arrive On Green 0.06 0.24 0.24 0.04 0.23 0.23 0.09 0.38 0.38 0.02 0.31 0.31 Sat Flow, veh/h 3456 3404 1585 3456 5106 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 246 197 234 253 648 92 539 793 103 34 529 355 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 4.0 3.1 8.8 3.0 7.5 3.2 6.0 12.0 2.9 0.7 8.1 13.4 Cycle Q Clear(g_c), s 4.0 3.1 8.8 3.0 7.5 3.2 6.0 12.0 2.9 0.7 8.1 13.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 206 832 388 155 1172 364 309 1338 597 73 1094 488 V/C Ratio(X) 1.19 0.24 0.60 1.64 0.55 0.25 1.74 0.59 0.17 0.47 0.48 0.73 Avail Cap(c_a), veh/h 206 1473 686 155 2133 662 309 1803 804 155 1644 733 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh31.5 20.3 22.4 32.0 22.8 21.1 30.5 16.8 13.9 32.4 18.9 20.7 Incr Delay (d2), s/veh 124.5 0.2 2.0 313.4 0.5 0.5 347.3 0.5 0.2 1.7 0.4 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.2 1.2 3.3 7.9 2.9 1.2 17.3 4.5 1.0 0.3 3.2 4.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 156.0 20.5 24.5 345.5 23.3 21.6 377.8 17.3 14.1 34.2 19.3 23.2 LnGrp LOS F C C F C C F B B C B C Approach Vol, veh/h 677 993 1435 918 Approach Delay, s/veh 71.1 105.2 152.5 21.3 Approach LOS E F F C Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s7.0 23.4 10.0 26.6 8.0 22.4 5.4 31.2 Change Period (Y+Rc), s 4.0 * 7 4.0 * 6 4.0 * 7 4.0 * 6 Max Green Setting (Gmax), s3.0 * 29 6.0 * 31 4.0 * 28 3.0 * 34 Max Q Clear Time (g_c+I1), s5.0 10.8 8.0 15.4 6.0 9.5 2.7 14.0 Green Ext Time (p_c), s 0.0 3.4 0.0 5.3 0.0 5.9 0.0 7.0 Intersection Summary HCM 6th Ctrl Delay 97.2 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Long-Term with Project AM 7: Eastlake Pkwy & Fenton St 08/30/2019 Acadia 09/22/2016 Long-Term with Project AM Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 80 140 60 234 120 62 130 500 302 104 320 110 Future Volume (veh/h) 80 140 60 234 120 62 130 500 302 104 320 110 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 85 149 64 249 128 66 138 532 321 111 340 117 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 122 215 279 611 202 104 221 594 358 142 770 260 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.06 0.28 0.28 0.08 0.30 0.30 Sat Flow, veh/h 667 1170 1522 3456 1144 590 3456 2105 1268 1781 2586 873 Grp Volume(v), veh/h 234 0 64 249 0 194 138 449 404 111 231 226 Grp Sat Flow(s),veh/h/ln1837 0 1522 1728 0 1734 1728 1777 1596 1781 1777 1682 Q Serve(g_s), s 7.9 0.0 2.4 4.3 0.0 6.9 2.6 16.1 16.2 4.1 7.0 7.2 Cycle Q Clear(g_c), s 7.9 0.0 2.4 4.3 0.0 6.9 2.6 16.1 16.2 4.1 7.0 7.2 Prop In Lane 0.36 1.00 1.00 0.34 1.00 0.79 1.00 0.52 Lane Grp Cap(c), veh/h 337 0 279 611 0 307 221 501 450 142 529 501 V/C Ratio(X) 0.69 0.00 0.23 0.41 0.00 0.63 0.62 0.90 0.90 0.78 0.44 0.45 Avail Cap(c_a), veh/h 641 0 531 1195 0 600 379 507 456 169 529 501 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh25.4 0.0 23.2 24.3 0.0 25.4 30.4 22.9 23.0 30.1 18.9 19.0 Incr Delay (d2), s/veh 2.6 0.0 0.4 0.4 0.0 2.2 1.1 18.5 20.4 14.8 0.8 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.5 0.0 0.8 1.7 0.0 2.9 1.1 8.8 8.2 2.3 2.8 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.0 0.0 23.6 24.7 0.0 27.5 31.4 41.5 43.4 44.9 19.7 19.9 LnGrp LOS C A C C A CCDDDBB Approach Vol, veh/h 298 443 991 568 Approach Delay, s/veh 27.0 26.0 40.9 24.7 Approach LOS CCDC Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 17.2 7.8 24.8 16.8 8.8 23.8 Change Period (Y+Rc), s 5.0 3.5 5.0 5.0 3.5 5.0 Max Green Setting (Gmax), s 23.2 7.3 18.0 23.0 6.3 19.0 Max Q Clear Time (g_c+I1), s 9.9 4.6 9.2 8.9 6.1 18.2 Green Ext Time (p_c), s 1.3 0.0 2.4 1.8 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 32.2 HCM 6th LOS C Acadia Long-Term with Project AM 8: Lane Ave & Fenton St 08/30/2019 Acadia 09/22/2016 Long-Term with Project AM Synchro 10 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 110 256 50 90 166 103 70 270 340 208 310 170 Future Volume (veh/h) 110 256 50 90 166 103 70 270 340 208 310 170 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.95 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 126 294 57 103 191 118 80 310 391 239 356 195 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 152 403 421 124 374 539 102 540 458 262 870 467 Arrive On Green 0.09 0.22 0.22 0.07 0.20 0.20 0.06 0.30 0.30 0.15 0.39 0.39 Sat Flow, veh/h 1781 1870 1528 1781 1870 1526 1781 1777 1509 1781 2211 1187 Grp Volume(v), veh/h 126 294 57 103 191 118 80 310 391 239 285 266 Grp Sat Flow(s),veh/h/ln1781 1870 1528 1781 1870 1526 1781 1777 1509 1781 1777 1621 Q Serve(g_s), s 4.5 9.4 1.8 3.7 5.9 3.5 2.9 9.5 15.7 8.5 7.5 7.7 Cycle Q Clear(g_c), s 4.5 9.4 1.8 3.7 5.9 3.5 2.9 9.5 15.7 8.5 7.5 7.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.73 Lane Grp Cap(c), veh/h 152 403 421 124 374 539 102 540 458 262 699 638 V/C Ratio(X) 0.83 0.73 0.14 0.83 0.51 0.22 0.78 0.57 0.85 0.91 0.41 0.42 Avail Cap(c_a), veh/h 152 667 636 124 638 754 188 579 491 262 699 638 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh29.0 23.5 17.7 29.6 23.0 14.9 30.0 18.9 21.1 27.1 14.1 14.2 Incr Delay (d2), s/veh 28.7 1.4 0.1 33.4 0.6 0.1 4.8 1.4 13.3 32.4 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.0 4.0 0.6 2.7 2.5 1.1 1.3 3.8 6.8 5.8 2.8 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.8 24.9 17.8 63.1 23.6 15.0 34.8 20.3 34.4 59.5 14.6 14.7 LnGrp LOS E C B E C B C C C E B B Approach Vol, veh/h 477 412 781 790 Approach Delay, s/veh 32.7 31.0 28.9 28.2 Approach LOS CCCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s8.0 18.9 7.2 30.4 9.0 17.9 13.0 24.6 Change Period (Y+Rc), s 3.5 5.0 3.5 5.0 3.5 5.0 3.5 5.0 Max Green Setting (Gmax), s4.5 23.0 6.8 23.7 5.5 22.0 9.5 21.0 Max Q Clear Time (g_c+I1), s5.7 11.4 4.9 9.7 6.5 7.9 10.5 17.7 Green Ext Time (p_c), s 0.0 1.0 0.0 3.5 0.0 0.9 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 29.8 HCM 6th LOS C Acadia Long-Term with Project AM 9: Fenton St & Showroom Pl 08/30/2019 Acadia 09/22/2016 Long-Term with Project AM Synchro 10 Report Page 9 Intersection Intersection Delay, s/veh19.1 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 94 80 30 70 300 200 10 0 20 79 0 49 Future Vol, veh/h 94 80 30 70 300 200 10 0 20 79 0 49 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 Heavy Vehicles, % 2 22222222222 Mvmt Flow 132 113 42 99 423 282 14 0 28 111 0 69 Number of Lanes 1 10011010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 11.3 23.9 10 12.1 HCM LOS B C A B Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, % 33% 100% 0% 19% 0% 62% Vol Thru, % 0% 0% 73% 81% 0% 0% Vol Right, % 67% 0% 27% 0% 100% 38% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 30 94 110 370 200 128 LT Vol 10 94 0 70 0 79 Through Vol 0 0 80 300 0 0 RT Vol 20 0 30 0 200 49 Lane Flow Rate 42 132 155 521 282 180 Geometry Grp 277772 Degree of Util (X) 0.075 0.248 0.261 0.835 0.388 0.313 Departure Headway (Hd) 6.43 6.756 6.054 5.769 4.965 6.244 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 555 531 592 631 724 575 Service Time 4.49 4.504 3.801 3.502 2.698 4.287 HCM Lane V/C Ratio 0.076 0.249 0.262 0.826 0.39 0.313 HCM Control Delay 10 11.7 10.9 31 10.8 12.1 HCM Lane LOS A B B D B B HCM 95th-tile Q 0.2 1 1 8.9 1.8 1.3 Acadia Long-Term with Project AM 10: Fenton St & Harold Pl 08/30/2019 Acadia 09/22/2016 Long-Term with Project AM Synchro 10 Report Page 10 Intersection Int Delay, s/veh 4.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 230 224 150 40 189 60 10 0 10 20 0 50 Future Vol, veh/h 230 224 150 40 189 60 10 0 10 20 0 50 Conflicting Peds, #/hr 0 0 10 0 0 10 0 0 10 0 0 10 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 ----------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89 Heavy Vehicles, % 2 22222222222 Mvmt Flow 258 252 169 45 212 67 11 0 11 22 0 56 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 289 0 0 431 0 0 1237 1242 357 1214 1293 266 Stage 1 ------863863-346346- Stage 2 ------374379-868947- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1273 - - 1129 - - 153 175 687 158 163 773 Stage 1 ------349372-670635- Stage 2 ------647615-347340- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1261 - - 1118 - - 113 130 674 124 121 758 Mov Cap-2 Maneuver ------113130-124121- Stage 1 ------275293-528598- Stage 2 ------565579-269268- Approach EB WB NB SB HCM Control Delay, s 3.3 1.2 26 20.7 HCM LOS D C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 194 1261 - - 1118 - - 308 HCM Lane V/C Ratio 0.116 0.205 - - 0.04 - - 0.255 HCM Control Delay (s) 26 8.6 - - 8.4 0 - 20.7 HCM Lane LOS D A - - A A - C HCM 95th %tile Q(veh) 0.4 0.8 - - 0.1 - - 1 Acadia Long-Term with Project PM 1: SR 125 SB Ramps & Otay Lakes Rd 08/30/2019 Acadia 09/22/2016 Long-Term with Project PM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 2114 30 0 2060 137 0 0 0 599 0 120 Future Volume (veh/h) 0 2114 30 0 2060 137 0 0 0 599 0 120 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 2179 31 0 2124 141 618 0 124 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %022022 202 Cap, veh/h 0 3060 917 0 3060 1254 734 0 337 Arrive On Green 0.00 0.60 0.60 0.00 0.60 0.60 0.21 0.00 0.21 Sat Flow, veh/h 0 5274 1531 0 5274 1531 3456 0 1585 Grp Volume(v), veh/h 0 2179 31 0 2124 141 618 0 124 Grp Sat Flow(s),veh/h/ln 0 1702 1531 0 1702 1531 1728 0 1585 Q Serve(g_s), s 0.0 17.9 0.5 0.0 17.1 1.1 10.3 0.0 4.0 Cycle Q Clear(g_c), s 0.0 17.9 0.5 0.0 17.1 1.1 10.3 0.0 4.0 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3060 917 0 3060 1254 734 0 337 V/C Ratio(X) 0.00 0.71 0.03 0.00 0.69 0.11 0.84 0.00 0.37 Avail Cap(c_a), veh/h 0 3060 917 0 3060 1254 778 0 357 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.67 0.67 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 8.4 4.9 0.0 8.2 1.2 22.7 0.0 20.2 Incr Delay (d2), s/veh 0.0 1.4 0.1 0.0 0.9 0.1 8.0 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 %ile BackOfQ(50%),veh/ln 0.0 5.2 0.1 0.0 4.9 0.6 4.7 0.0 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 9.8 5.0 0.0 9.1 1.3 30.7 0.0 20.9 LnGrp LOS AAAAAA CAC Approach Vol, veh/h 2210 2265 742 Approach Delay, s/veh 9.8 8.6 29.1 Approach LOS A A C Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 41.8 18.2 41.8 Change Period (Y+Rc), s 5.8 5.5 5.8 Max Green Setting (Gmax), s 35.2 13.5 35.2 Max Q Clear Time (g_c+I1), s 19.9 12.3 19.1 Green Ext Time (p_c), s 14.6 0.5 15.3 Intersection Summary HCM 6th Ctrl Delay 12.0 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. Acadia Long-Term with Project PM 2: Otay Lakes Rd & SR 125 NB Ramps 08/30/2019 Acadia 09/22/2016 Long-Term with Project PM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 2663 120 0 2228 479 40 0 212 0 0 0 Future Volume (veh/h) 0 2663 120 0 2228 479 40 0 212 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 0 1870 1870 0 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 2833 128 0 2370 510 43 0 226 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 22022202 Cap, veh/h 0 3431 1192 0 3431 1030 182 0 285 Arrive On Green 0.00 0.67 0.67 0.00 0.67 0.67 0.10 0.00 0.10 Sat Flow, veh/h 0 5274 1533 0 5274 1533 1781 0 2790 Grp Volume(v), veh/h 0 2833 128 0 2370 510 43 0 226 Grp Sat Flow(s),veh/h/ln 0 1702 1533 0 1702 1533 1781 0 1395 Q Serve(g_s), s 0.0 20.4 1.0 0.0 14.2 8.2 1.1 0.0 4.0 Cycle Q Clear(g_c), s 0.0 20.4 1.0 0.0 14.2 8.2 1.1 0.0 4.0 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 3431 1192 0 3431 1030 182 0 285 V/C Ratio(X) 0.00 0.83 0.11 0.00 0.69 0.50 0.24 0.00 0.79 Avail Cap(c_a), veh/h 0 3431 1192 0 3431 1030 182 0 285 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.59 0.59 0.00 0.09 0.09 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 6.0 1.4 0.0 5.0 4.0 20.7 0.0 21.9 Incr Delay (d2), s/veh 0.0 1.4 0.1 0.0 0.1 0.2 0.7 0.0 14.5 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/ln0.0 4.0 0.3 0.0 2.5 1.3 0.5 0.0 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 7.5 1.5 0.0 5.1 4.2 21.4 0.0 36.4 LnGrp LOS A AAAAACAD Approach Vol, veh/h 2961 2880 269 Approach Delay, s/veh 7.2 5.0 34.0 Approach LOS A A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 39.4 39.4 10.6 Change Period (Y+Rc), s 5.8 5.8 5.5 Max Green Setting (Gmax), s 33.6 33.6 5.1 Max Q Clear Time (g_c+I1), s 22.4 16.2 6.0 Green Ext Time (p_c), s 11.1 17.1 0.0 Intersection Summary HCM 6th Ctrl Delay 7.3 HCM 6th LOS A Acadia Long-Term with Project PM 3: Otay Lakes Rd & Eastlake Pkwy 08/30/2019 Acadia 09/22/2016 Long-Term with Project PM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 589 1015 820 426 1048 80 550 554 264 170 806 659 Future Volume (veh/h) 589 1015 820 426 1048 80 550 554 264 170 806 659 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 607 1046 845 439 1080 82 567 571 272 175 831 679 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 421 1487 773 361 1323 100 391 1271 718 236 1112 675 Arrive On Green 0.12 0.29 0.29 0.10 0.27 0.27 0.11 0.36 0.36 0.07 0.31 0.31 Sat Flow, veh/h 3456 5106 2652 3456 4829 366 3456 3554 1543 3456 3554 1540 Grp Volume(v), veh/h 607 1046 845 439 761 401 567 571 272 175 831 679 Grp Sat Flow(s),veh/h/ln1728 1702 1326 1728 1702 1791 1728 1777 1543 1728 1777 1540 Q Serve(g_s), s 14.0 21.0 33.5 12.0 24.0 24.1 13.0 14.1 13.2 5.7 24.1 36.0 Cycle Q Clear(g_c), s 14.0 21.0 33.5 12.0 24.0 24.1 13.0 14.1 13.2 5.7 24.1 36.0 Prop In Lane 1.00 1.00 1.00 0.20 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 421 1487 773 361 932 491 391 1271 718 236 1112 675 V/C Ratio(X) 1.44 0.70 1.09 1.22 0.82 0.82 1.45 0.45 0.38 0.74 0.75 1.01 Avail Cap(c_a), veh/h 421 1487 773 361 932 491 391 1271 718 300 1112 675 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.47 0.47 0.47 0.77 0.77 0.77 1.00 1.00 1.00 0.09 0.09 0.09 Uniform Delay (d), s/veh50.5 36.3 40.8 51.5 39.0 39.1 51.0 28.3 20.2 52.6 35.4 32.6 Incr Delay (d2), s/veh 205.6 1.3 52.5 116.0 6.1 11.1 217.0 0.3 0.4 0.7 0.3 11.8 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/ln18.0 8.8 16.4 11.0 10.7 12.0 17.4 6.0 4.8 2.5 10.4 20.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 256.1 37.7 93.2 167.5 45.2 50.2 268.0 28.6 20.6 53.3 35.7 44.5 LnGrp LOS F D F F D D F CCDDF Approach Vol, veh/h 2498 1601 1410 1685 Approach Delay, s/veh 109.5 80.0 123.3 41.1 Approach LOS F E F D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s16.0 40.5 17.0 41.5 18.0 38.5 11.9 46.6 Change Period (Y+Rc), s 4.0 * 7 4.0 5.5 4.0 * 7 4.0 5.5 Max Green Setting (Gmax), s12.0 * 34 13.0 36.0 14.0 * 32 10.0 39.0 Max Q Clear Time (g_c+I1), s14.0 35.5 15.0 38.0 16.0 26.1 7.7 16.1 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 3.9 0.1 6.1 Intersection Summary HCM 6th Ctrl Delay 89.6 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Long-Term with Project PM 4: Otay Lakes Rd & Lane Ave 08/30/2019 Acadia 09/22/2016 Long-Term with Project PM Synchro 10 Report Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 480 1019 843 100 130 620 Future Volume (veh/h) 480 1019 843 100 130 620 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 516 1096 906 108 140 667 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222 Cap, veh/h 625 2821 1435 170 463 824 Arrive On Green 0.18 0.55 0.31 0.31 0.26 0.26 Sat Flow, veh/h 3456 5274 4767 546 1781 3170 Grp Volume(v), veh/h 516 1096 670 344 140 667 Grp Sat Flow(s),veh/h/ln1728 1702 1702 1740 1781 1585 Q Serve(g_s), s 8.4 7.2 9.9 10.0 3.7 11.6 Cycle Q Clear(g_c), s 8.4 7.2 9.9 10.0 3.7 11.6 Prop In Lane 1.00 0.31 1.00 1.00 Lane Grp Cap(c), veh/h 625 2821 1062 543 463 824 V/C Ratio(X) 0.83 0.39 0.63 0.63 0.30 0.81 Avail Cap(c_a), veh/h 737 3135 1161 593 851 1514 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh23.1 7.5 17.3 17.3 17.4 20.3 Incr Delay (d2), s/veh 5.7 0.3 2.3 4.6 0.1 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.7 2.1 3.8 4.3 1.4 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.9 7.8 19.6 21.9 17.6 21.1 LnGrp LOS C A B C B C Approach Vol, veh/h 1612 1014 807 Approach Delay, s/veh 14.5 20.4 20.5 Approach LOS B C C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 38.4 20.2 14.1 24.3 Change Period (Y+Rc), s * 6 5.0 3.5 * 6 Max Green Setting (Gmax), s * 36 28.0 12.5 * 20 Max Q Clear Time (g_c+I1), s 9.2 13.6 10.4 12.0 Green Ext Time (p_c), s 17.6 1.7 0.2 6.2 Intersection Summary HCM 6th Ctrl Delay 17.7 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. Acadia Long-Term with Project PM 5: Otay Lakes Rd & Fenton St 08/30/2019 Acadia 09/22/2016 Long-Term with Project PM Synchro 10 Report Page 5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 279 910 640 235 313 353 Future Volume (veh/h) 279 910 640 235 313 353 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 317 1034 727 267 356 401 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222 Cap, veh/h 238 2595 1121 405 543 483 Arrive On Green 0.13 0.51 0.31 0.31 0.30 0.30 Sat Flow, veh/h 1781 5274 3811 1317 1781 1585 Grp Volume(v), veh/h 317 1034 679 315 356 401 Grp Sat Flow(s),veh/h/ln1781 1702 1702 1555 1781 1585 Q Serve(g_s), s 8.0 7.5 10.3 10.5 10.4 14.1 Cycle Q Clear(g_c), s 8.0 7.5 10.3 10.5 10.4 14.1 Prop In Lane 1.00 0.85 1.00 1.00 Lane Grp Cap(c), veh/h 238 2595 1047 479 543 483 V/C Ratio(X) 1.33 0.40 0.65 0.66 0.66 0.83 Avail Cap(c_a), veh/h 238 2799 1183 541 923 821 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh25.9 9.1 17.9 18.0 18.1 19.4 Incr Delay (d2), s/veh 174.8 0.2 1.7 3.9 1.2 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln14.7 2.3 3.9 3.9 4.1 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 200.7 9.3 19.6 21.9 19.3 22.8 LnGrp LOS F A B C B C Approach Vol, veh/h 1351 994 757 Approach Delay, s/veh 54.2 20.3 21.2 Approach LOS D C C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 36.6 23.2 12.0 24.6 Change Period (Y+Rc), s 6.2 5.0 4.0 6.2 Max Green Setting (Gmax), s 32.8 31.0 8.0 20.8 Max Q Clear Time (g_c+I1), s 9.5 16.1 10.0 12.5 Green Ext Time (p_c), s 13.0 2.1 0.0 5.7 Intersection Summary HCM 6th Ctrl Delay 35.3 HCM 6th LOS D Acadia Long-Term with Project PM 6: Otay Lakes Rd & Hunte Pkwy 08/30/2019 Acadia 09/22/2016 Long-Term with Project PM Synchro 10 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 210 473 490 80 342 20 337 240 50 70 230 157 Future Volume (veh/h) 210 473 490 80 342 20 337 240 50 70 230 157 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 219 493 510 83 356 21 351 250 52 73 240 164 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 155 1325 617 145 1973 613 311 768 343 130 583 260 Arrive On Green 0.04 0.39 0.39 0.04 0.39 0.39 0.09 0.22 0.22 0.04 0.16 0.16 Sat Flow, veh/h 3456 3404 1585 3456 5106 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 219 493 510 83 356 21 351 250 52 73 240 164 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 3.0 6.9 19.3 1.6 3.1 0.5 6.0 4.0 1.8 1.4 4.0 6.4 Cycle Q Clear(g_c), s 3.0 6.9 19.3 1.6 3.1 0.5 6.0 4.0 1.8 1.4 4.0 6.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 155 1325 617 145 1973 613 311 768 343 130 583 260 V/C Ratio(X) 1.41 0.37 0.83 0.57 0.18 0.03 1.13 0.33 0.15 0.56 0.41 0.63 Avail Cap(c_a), veh/h 155 1479 689 155 2219 689 311 1704 760 259 1651 736 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh31.9 14.5 18.3 31.4 13.5 12.7 30.4 22.0 21.2 31.6 25.0 26.0 Incr Delay (d2), s/veh 218.0 0.2 7.9 2.3 0.1 0.0 90.8 0.3 0.2 1.4 0.6 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.9 2.5 7.7 0.7 1.1 0.2 6.3 1.6 0.6 0.6 1.7 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 249.9 14.8 26.3 33.7 13.6 12.8 121.1 22.3 21.4 33.0 25.6 29.0 LnGrp LOS F B C C B B F CCCCC Approach Vol, veh/h 1222 460 653 477 Approach Delay, s/veh 61.7 17.2 75.4 27.9 Approach LOS E B E C Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.8 33.0 10.0 16.9 7.0 32.8 6.5 20.4 Change Period (Y+Rc), s 4.0 * 7 4.0 * 6 4.0 * 7 4.0 * 6 Max Green Setting (Gmax), s3.0 * 29 6.0 * 31 3.0 * 29 5.0 * 32 Max Q Clear Time (g_c+I1), s3.6 21.3 8.0 8.4 5.0 5.1 3.4 6.0 Green Ext Time (p_c), s 0.0 4.7 0.0 2.5 0.0 3.2 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 51.9 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Long-Term with Project PM 7: Eastlake Pkwy & Fenton St 08/30/2019 Acadia 09/22/2016 Long-Term with Project PM Synchro 10 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 180 220 100 485 180 104 200 630 243 123 820 180 Future Volume (veh/h) 180 220 100 485 180 104 200 630 243 123 820 180 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 189 232 105 511 189 109 211 663 256 129 863 189 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 213 261 411 743 239 138 190 613 236 98 709 155 Arrive On Green 0.26 0.26 0.26 0.22 0.22 0.22 0.06 0.24 0.24 0.06 0.24 0.24 Sat Flow, veh/h 821 1008 1585 3456 1113 642 3456 2506 967 1781 2898 635 Grp Volume(v), veh/h 421 0 105 511 0 298 211 470 449 129 529 523 Grp Sat Flow(s),veh/h/ln1829 0 1585 1728 0 1755 1728 1777 1696 1781 1777 1756 Q Serve(g_s), s 18.1 0.0 4.3 11.1 0.0 13.1 4.5 20.0 20.0 4.5 20.0 20.0 Cycle Q Clear(g_c), s 18.1 0.0 4.3 11.1 0.0 13.1 4.5 20.0 20.0 4.5 20.0 20.0 Prop In Lane 0.45 1.00 1.00 0.37 1.00 0.57 1.00 0.36 Lane Grp Cap(c), veh/h 474 0 411 743 0 377 190 434 415 98 434 429 V/C Ratio(X) 0.89 0.00 0.26 0.69 0.00 0.79 1.11 1.08 1.08 1.32 1.22 1.22 Avail Cap(c_a), veh/h 537 0 465 971 0 493 190 434 415 98 434 429 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh29.1 0.0 24.0 29.6 0.0 30.4 38.7 30.9 30.9 38.7 30.9 30.9 Incr Delay (d2), s/veh 15.2 0.0 0.3 1.4 0.0 6.4 97.9 67.1 68.2 197.6 117.4 117.8 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/ln9.6 0.0 1.6 4.6 0.0 6.0 4.5 16.3 15.7 7.3 22.4 22.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.4 0.0 24.4 30.9 0.0 36.7 136.5 98.0 99.1 236.2 148.3 148.7 LnGrp LOS D A C C A D FFFFFF Approach Vol, veh/h 526 809 1130 1181 Approach Delay, s/veh 40.4 33.1 105.6 158.1 Approach LOS D C F F Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 26.2 8.0 25.0 22.6 8.0 25.0 Change Period (Y+Rc), s 5.0 3.5 5.0 5.0 3.5 5.0 Max Green Setting (Gmax), s 24.0 4.5 20.0 23.0 4.5 20.0 Max Q Clear Time (g_c+I1), s 20.1 6.5 22.0 15.1 6.5 22.0 Green Ext Time (p_c), s 1.1 0.0 0.0 2.5 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 97.1 HCM 6th LOS F Acadia Long-Term with Project PM 8: Lane Ave & Fenton St 08/30/2019 Acadia 09/22/2016 Long-Term with Project PM Synchro 10 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 240 276 90 290 399 279 80 370 220 186 380 230 Future Volume (veh/h) 240 276 90 290 399 279 80 370 220 186 380 230 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.95 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 273 314 102 330 453 317 91 420 250 211 432 261 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 250 466 486 297 516 591 117 528 310 188 615 368 Arrive On Green 0.14 0.25 0.25 0.17 0.28 0.28 0.07 0.25 0.25 0.11 0.29 0.29 Sat Flow, veh/h 1781 1870 1533 1781 1870 1537 1781 2105 1236 1781 2112 1263 Grp Volume(v), veh/h 273 314 102 330 453 317 91 354 316 211 363 330 Grp Sat Flow(s),veh/h/ln1781 1870 1533 1781 1870 1537 1781 1777 1565 1781 1777 1598 Q Serve(g_s), s 10.5 11.3 3.7 12.5 17.3 12.0 3.8 13.9 14.2 7.9 13.6 13.8 Cycle Q Clear(g_c), s 10.5 11.3 3.7 12.5 17.3 12.0 3.8 13.9 14.2 7.9 13.6 13.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.79 1.00 0.79 Lane Grp Cap(c), veh/h 250 466 486 297 516 591 117 446 393 188 517 465 V/C Ratio(X) 1.09 0.67 0.21 1.11 0.88 0.54 0.78 0.79 0.81 1.12 0.70 0.71 Avail Cap(c_a), veh/h 250 540 546 297 590 652 169 498 439 188 517 465 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh32.2 25.3 18.8 31.2 25.9 18.0 34.4 26.2 26.3 33.5 23.6 23.7 Incr Delay (d2), s/veh 83.9 2.0 0.1 84.8 12.1 0.4 7.7 8.1 10.0 102.3 4.4 5.2 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/ln10.2 5.1 1.3 12.2 9.0 4.1 1.8 6.6 6.1 8.6 6.0 5.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 116.1 27.4 18.9 116.0 38.0 18.4 42.1 34.3 36.3 135.8 28.1 28.9 LnGrp LOS F C B F D B D C D F C C Approach Vol, veh/h 689 1100 761 904 Approach Delay, s/veh 61.3 55.8 36.1 53.5 Approach LOS E E D D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s16.0 23.7 8.4 26.8 14.0 25.7 11.4 23.8 Change Period (Y+Rc), s 3.5 5.0 3.5 5.0 3.5 5.0 3.5 5.0 Max Green Setting (Gmax), s12.5 21.6 7.1 21.8 10.5 23.6 7.9 21.0 Max Q Clear Time (g_c+I1), s14.5 13.3 5.8 15.8 12.5 19.3 9.9 16.2 Green Ext Time (p_c), s 0.0 1.0 0.0 2.5 0.0 1.3 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 51.9 HCM 6th LOS D Acadia Long-Term with Project PM 9: Fenton St & Showroom Pl 08/30/2019 Acadia 09/22/2016 Long-Term with Project PM Synchro 10 Report Page 9 Intersection Intersection Delay, s/veh33.5 Intersection LOS D Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 112 320 10 20 200 274 20 10 70 276 0 118 Future Vol, veh/h 112 320 10 20 200 274 20 10 70 276 0 118 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 22222222222 Mvmt Flow 129 368 11 23 230 315 23 11 80 317 0 136 Number of Lanes 1 10011010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 2 2 HCM Control Delay 34.2 21.7 14.7 52.2 HCM LOS D C B F Lane NBLn1EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, % 20% 100% 0% 9% 0% 70% Vol Thru, % 10% 0% 97% 91% 0% 0% Vol Right, % 70% 0% 3% 0% 100% 30% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 100 112 330 220 274 394 LT Vol 20 112 0 20 0 276 Through Vol 10 0 320 200 0 0 RT Vol 70 0 10 0 274 118 Lane Flow Rate 115 129 379 253 315 453 Geometry Grp 277772 Degree of Util (X) 0.271 0.305 0.841 0.568 0.64 0.929 Departure Headway (Hd) 8.492 8.519 7.978 8.089 7.316 7.384 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 422 422 455 445 491 494 Service Time 6.569 6.277 5.736 5.85 5.076 5.384 HCM Lane V/C Ratio 0.273 0.306 0.833 0.569 0.642 0.917 HCM Control Delay 14.7 15 40.7 21 22.3 52.2 HCM Lane LOS B B E C C F HCM 95th-tile Q 1.1 1.3 8.2 3.4 4.4 11 Acadia Long-Term with Project PM 10: Fenton St & Harold Pl 08/30/2019 Acadia 09/22/2016 Long-Term with Project PM Synchro 10 Report Page 10 Intersection Int Delay, s/veh 864.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 320 322 30 10 298 100 80 0 70 80 0 380 Future Vol, veh/h 320 322 30 10 298 100 80 0 70 80 0 380 Conflicting Peds, #/hr 0 0 10 0 0 10 0 0 10 0 0 10 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 150 ----------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 81 81 81 81 81 81 81 81 81 81 81 81 Heavy Vehicles, % 2 22222222222 Mvmt Flow 395 398 37 12 368 123 99 0 86 99 0 469 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 501 0 0 445 0 0 1915 1742 437 1724 1699 450 Stage 1 ------1217 1217 - 464 464 - Stage 2 ------698525-1260 1235 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1063 - - 1115 - - ~ 51 87 620 ~ 70 92 609 Stage 1 ------221253-578564- Stage 2 ------431529-209249- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1053 - - 1104 - - ~ 7 52 608 ~ 41 55 597 Mov Cap-2 Maneuver ------~ 752-~ 4155- Stage 1 ------137157-358550- Stage 2 ------~ 90516-111154- Approach EB WB NB SB HCM Control Delay, s 5 0.2 $ 6526.5 $ 1039.6 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 13 1053 - - 1104 - - 178 HCM Lane V/C Ratio 14.245 0.375 - - 0.011 - - 3.19 HCM Control Delay (s) $ 6526.5 10.5 - - 8.3 0 -$ 1039.6 HCM Lane LOS F B - - A A - F HCM 95th %tile Q(veh) 24.4 1.8 - - 0 - - 52.8 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Acadia Year 2035 + P AM 1: SR 125 SB Ramps & Otay Lakes Rd 08/30/2019 Acadia 09/22/2016 Year 2035 + P AM Synchro 10 Report Page 1 Lane Group EBT EBR WBT WBR SBL SBR Lane Group Flow (vph) 1934 63 1326 165 344 95 v/c Ratio 0.60 0.06 0.41 0.13 0.64 0.31 Control Delay 6.8 1.4 5.4 0.9 27.9 12.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.8 1.4 5.4 0.9 27.9 12.2 Queue Length 50th (ft) 109 0 63 0 55 7 Queue Length 95th (ft) 143 9 84 0 #91 41 Internal Link Dist (ft) 435 706 Turn Bay Length (ft) 300 340 500 Base Capacity (vph) 3263 997 3263 1244 545 309 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.59 0.06 0.41 0.13 0.63 0.31 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 + P AM 2: Otay Lakes Rd & SR 125 NB Ramps 08/30/2019 Acadia 09/22/2016 Year 2035 + P AM Synchro 10 Report Page 2 Lane Group EBT EBR WBT WBR NBL NBR Lane Group Flow (vph) 2173 189 1513 686 32 185 v/c Ratio 0.64 0.16 0.45 0.55 0.16 0.51 Control Delay 6.0 1.0 4.5 2.3 22.4 20.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.0 1.0 4.5 2.3 22.4 20.0 Queue Length 50th (ft) 104 0 59 0 9 19 Queue Length 95th (ft) 139 0 80 24 28 46 Internal Link Dist (ft) 706 1382 Turn Bay Length (ft) 350 320 305 Base Capacity (vph) 3376 1200 3376 1237 194 360 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.64 0.16 0.45 0.55 0.16 0.51 Intersection Summary Acadia Year 2035 + P AM 3: Otay Lakes Rd & Eastlake Pkwy 08/30/2019 Acadia 09/22/2016 Year 2035 + P AM Synchro 10 Report Page 3 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 618 1056 358 277 1102 684 479 205 53 265 307 v/c Ratio 0.78 0.54 0.29 0.75 0.83 1.22 0.43 0.29 0.37 0.42 0.43 Control Delay 54.0 33.4 4.2 67.1 49.5 158.9 34.3 12.8 66.1 45.7 16.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.0 33.4 4.2 67.1 49.5 158.9 34.3 12.8 66.1 45.7 16.5 Queue Length 50th (ft) 233 217 0 112 291 ~354 180 71 22 108 109 Queue Length 95th (ft) #450 345 40 160 369 #476 181 89 44 124 172 Internal Link Dist (ft) 1382 1328 282 900 Turn Bay Length (ft) 260 260 215 285 290 200 350 Base Capacity (vph) 791 1960 1215 411 1339 560 1443 734 143 1019 720 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.78 0.54 0.29 0.67 0.82 1.22 0.33 0.28 0.37 0.26 0.43 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 + P AM 4: Otay Lakes Rd & Lane Ave 08/30/2019 Acadia 09/22/2016 Year 2035 + P AM Synchro 10 Report Page 4 Lane Group EBL EBT WBT SBL SBR Lane Group Flow (vph) 638 732 1266 234 159 v/c Ratio 0.83 0.22 0.70 0.37 0.45 Control Delay 34.8 5.8 20.0 8.8 7.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 34.8 5.8 20.0 8.8 7.9 Queue Length 50th (ft) 95 23 112 11 0 Queue Length 95th (ft) #278 96 #298 32 38 Internal Link Dist (ft) 1328 1713 1031 Turn Bay Length (ft) 220 260 Base Capacity (vph) 769 3282 1806 1652 783 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.83 0.22 0.70 0.14 0.20 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 + P AM 5: Otay Lakes Rd & Fenton St 08/30/2019 Acadia 09/22/2016 Year 2035 + P AM Synchro 10 Report Page 5 Lane Group EBL EBT WBT SBL SBR Lane Group Flow (vph) 299 559 1486 96 97 v/c Ratio 1.11 0.16 0.73 0.27 0.25 Control Delay 116.3 6.5 18.9 19.5 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 116.3 6.5 18.9 19.5 5.8 Queue Length 50th (ft) ~108 20 126 27 0 Queue Length 95th (ft) #347 80 #360 55 26 Internal Link Dist (ft) 1713 1725 666 Turn Bay Length (ft) 300 Base Capacity (vph) 270 3389 2040 1050 955 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 1.11 0.16 0.73 0.09 0.10 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 + P AM 6: Otay Lakes Rd & Hunte Pkwy 08/30/2019 Acadia 09/22/2016 Year 2035 + P AM Synchro 10 Report Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 246 431 253 648 92 539 793 103 34 529 355 v/c Ratio 1.23 0.30 1.69 0.50 0.18 1.79 0.56 0.14 0.23 0.52 0.63 Control Delay 172.7 11.0 361.4 24.0 2.6 394.2 19.3 1.9 41.4 23.0 17.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 172.7 11.0 361.4 24.0 2.6 394.2 19.3 1.9 41.4 23.0 17.7 Queue Length 50th (ft) ~65 25 ~80 83 0 ~176 122 0 7 96 69 Queue Length 95th (ft) #172 53 #189 134 14 #347 235 13 24 159 163 Internal Link Dist (ft) 1725 314 293 369 Turn Bay Length (ft) 315 300 240 300 240 290 Base Capacity (vph) 200 2102 150 2082 726 301 1759 860 150 1604 800 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 1.23 0.21 1.69 0.31 0.13 1.79 0.45 0.12 0.23 0.33 0.44 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 + P AM 7: Eastlake Pkwy & Fenton St 08/30/2019 Acadia 09/22/2016 Year 2035 + P AM Synchro 10 Report Page 7 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 234 64 249 194 138 853 111 457 v/c Ratio 0.63 0.16 0.40 0.57 0.47 0.88 0.71 0.44 Control Delay 35.4 1.0 28.3 30.4 39.5 35.5 61.9 23.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.4 1.0 28.3 30.4 39.5 35.5 61.9 23.4 Queue Length 50th (ft) 93 0 50 66 29 157 47 77 Queue Length 95th (ft) 185 2 91 141 69 #375 #164 165 Internal Link Dist (ft) 127 1414 900 219 Turn Bay Length (ft) 120 230 220 Base Capacity (vph) 597 586 1111 584 352 974 157 1033 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.39 0.11 0.22 0.33 0.39 0.88 0.71 0.44 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 + P AM 8: Lane Ave & Fenton St 08/30/2019 Acadia 09/22/2016 Year 2035 + P AM Synchro 10 Report Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 126 294 57 103 191 118 80 701 239 551 v/c Ratio 0.76 0.67 0.10 0.76 0.47 0.17 0.48 0.69 0.83 0.46 Control Delay 61.9 29.7 2.3 67.9 25.0 3.1 38.5 14.1 54.6 14.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.9 29.7 2.3 67.9 25.0 3.1 38.5 14.1 54.6 14.2 Queue Length 50th (ft) 44 94 0 36 59 0 27 54 83 60 Queue Length 95th (ft) #152 177 11 #133 119 22 74 112 #242 113 Internal Link Dist (ft) 1414 1120 1031 363 Turn Bay Length (ft) 200 140 140 130 100 Base Capacity (vph) 166 735 634 136 703 701 206 1363 288 1434 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.76 0.40 0.09 0.76 0.27 0.17 0.39 0.51 0.83 0.38 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 + P PM 1: SR 125 SB Ramps & Otay Lakes Rd 08/30/2019 Acadia 09/22/2016 Year 2035 + P PM Synchro 10 Report Page 1 Lane Group EBT EBR WBT WBR SBL SBR Lane Group Flow (vph) 2179 31 2124 141 618 124 v/c Ratio 0.73 0.03 0.71 0.11 0.82 0.32 Control Delay 10.6 1.5 10.3 0.8 32.9 15.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.6 1.5 10.3 0.8 32.9 15.0 Queue Length 50th (ft) 182 0 174 0 109 22 Queue Length 95th (ft) 235 6 224 0 #182 60 Internal Link Dist (ft) 435 706 Turn Bay Length (ft) 300 340 500 Base Capacity (vph) 3005 912 3005 1269 772 395 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.73 0.03 0.71 0.11 0.80 0.31 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 + P PM 2: Otay Lakes Rd & SR 125 NB Ramps 08/30/2019 Acadia 09/22/2016 Year 2035 + P PM Synchro 10 Report Page 2 Lane Group EBT EBR WBT WBR NBL NBR Lane Group Flow (vph) 2833 128 2370 510 43 226 v/c Ratio 0.83 0.11 0.69 0.43 0.24 0.70 Control Delay 8.9 0.9 6.4 1.6 24.2 30.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.9 0.9 6.4 1.6 24.2 30.6 Queue Length 50th (ft) 169 0 118 0 12 27 Queue Length 95th (ft) 232 0 158 20 35 #74 Internal Link Dist (ft) 706 1382 Turn Bay Length (ft) 350 320 305 Base Capacity (vph) 3417 1200 3417 1186 180 321 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.83 0.11 0.69 0.43 0.24 0.70 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 + P PM 3: Otay Lakes Rd & Eastlake Pkwy 08/30/2019 Acadia 09/22/2016 Year 2035 + P PM Synchro 10 Report Page 3 Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 607 1046 845 439 1162 567 571 272 175 831 679 v/c Ratio 1.18 0.72 0.83 0.96 0.86 1.40 0.51 0.36 0.60 0.83 0.92 Control Delay 141.6 40.1 29.7 84.4 47.0 231.4 33.4 14.0 60.0 46.0 43.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 141.6 40.1 29.7 84.4 47.0 231.4 33.4 14.0 60.0 46.0 43.6 Queue Length 50th (ft) ~291 253 198 ~181 295 ~296 179 83 65 297 387 Queue Length 95th (ft) #430 305 293 #309 353 #407 227 143 102 364 #522 Internal Link Dist (ft) 1382 1328 282 900 Turn Bay Length (ft) 260 260 215 285 290 200 350 Base Capacity (vph) 516 1481 1027 456 1381 406 1200 760 298 1107 738 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 1.18 0.71 0.82 0.96 0.84 1.40 0.48 0.36 0.59 0.75 0.92 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 + P PM 4: Otay Lakes Rd & Lane Ave 08/30/2019 Acadia 09/22/2016 Year 2035 + P PM Synchro 10 Report Page 4 Lane Group EBL EBT WBT SBL SBR Lane Group Flow (vph) 516 1096 1014 474 333 v/c Ratio 0.71 0.35 0.59 0.58 0.64 Control Delay 29.3 6.8 17.7 9.2 8.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 29.3 6.8 17.7 9.2 8.7 Queue Length 50th (ft) 77 43 87 21 0 Queue Length 95th (ft) #209 150 200 51 53 Internal Link Dist (ft) 1328 1713 1031 Turn Bay Length (ft) 220 260 Base Capacity (vph) 800 3416 1878 1791 892 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.65 0.32 0.54 0.26 0.37 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 + P PM 5: Otay Lakes Rd & Fenton St 08/30/2019 Acadia 09/22/2016 Year 2035 + P PM Synchro 10 Report Page 5 Lane Group EBL EBT WBT SBL SBR Lane Group Flow (vph) 317 1034 994 356 401 v/c Ratio 1.33 0.40 0.63 0.67 0.58 Control Delay 202.2 10.7 18.7 25.0 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 202.2 10.7 18.7 25.0 7.7 Queue Length 50th (ft) ~162 76 95 116 21 Queue Length 95th (ft) #359 149 171 185 74 Internal Link Dist (ft) 1713 1725 666 Turn Bay Length (ft) 300 Base Capacity (vph) 239 2818 1781 927 963 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 1.33 0.37 0.56 0.38 0.42 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 + P PM 6: Otay Lakes Rd & Hunte Pkwy 08/30/2019 Acadia 09/22/2016 Year 2035 + P PM Synchro 10 Report Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 219 1003 83 356 21 351 250 52 73 240 164 v/c Ratio 1.30 0.57 0.49 0.23 0.04 1.04 0.27 0.10 0.29 0.33 0.36 Control Delay 201.5 14.0 46.4 17.4 0.1 93.6 21.5 0.4 35.9 23.3 6.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 201.5 14.0 46.4 17.4 0.1 93.6 21.5 0.4 35.9 23.3 6.5 Queue Length 50th (ft) ~54 71 15 33 0 ~70 42 0 13 41 0 Queue Length 95th (ft) #171 161 #63 77 0 #231 79 0 43 77 41 Internal Link Dist (ft) 1725 314 293 369 Turn Bay Length (ft) 315 300 240 300 240 290 Base Capacity (vph) 169 2405 169 2429 826 339 1865 903 282 1807 888 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 1.30 0.42 0.49 0.15 0.03 1.04 0.13 0.06 0.26 0.13 0.18 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 + P PM 7: Eastlake Pkwy & Fenton St 08/30/2019 Acadia 09/22/2016 Year 2035 + P PM Synchro 10 Report Page 7 Lane Group EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 421 105 511 298 211 919 129 1052 v/c Ratio 0.88 0.21 0.65 0.70 1.16 1.09 1.37 1.26 Control Delay 52.2 4.5 34.1 36.7 154.9 88.3 257.6 156.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.2 4.5 34.1 36.7 154.9 88.3 257.6 156.2 Queue Length 50th (ft) 221 0 131 135 ~74 ~301 ~98 ~397 Queue Length 95th (ft) #392 28 181 222 #147 #437 #212 #538 Internal Link Dist (ft) 139 1414 900 219 Turn Bay Length (ft) 120 230 220 Base Capacity (vph) 517 540 935 501 182 847 94 836 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.81 0.19 0.55 0.59 1.16 1.09 1.37 1.26 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Acadia Year 2035 + P PM 8: Lane Ave & Fenton St 08/30/2019 Acadia 09/22/2016 Year 2035 + P PM Synchro 10 Report Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 273 314 102 330 453 317 91 670 211 693 v/c Ratio 1.08 0.67 0.17 1.10 0.87 0.46 0.62 0.75 1.11 0.66 Control Delay 115.6 33.0 4.1 115.0 44.7 11.8 53.8 26.4 135.2 22.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 115.6 33.0 4.1 115.0 44.7 11.8 53.8 26.4 135.2 22.4 Queue Length 50th (ft) ~159 133 0 ~195 202 62 44 123 ~126 125 Queue Length 95th (ft) #300 215 25 #346 #349 121 #99 176 #252 178 Internal Link Dist (ft) 1414 1120 1031 363 Turn Bay Length (ft) 200 140 140 130 100 Base Capacity (vph) 253 547 637 301 598 692 171 1042 190 1101 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 1.08 0.57 0.16 1.10 0.76 0.46 0.53 0.64 1.11 0.63 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\Appendices\Appendices.3022.doc APPENDIX H SITE SPECIFIC TRIP GENERATION STUDY LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\Appendices\Appendices.3022.doc APPENDIX I TRAFFIC VOLUME GROWTH FACTOR CALCULATIONS % Growth % Growth Adjusted 2035Forecasting STREET SEGMENT 24.15%26.04%1.42%1.53%1.5%1.5%25.5%25.5%Average % Growth 2018 to 2035 (17 Years) * Excluding segmets with negative growthGrowth / Year Growth / Year (Rounded Up) 2035 % Growth (2018 to 2035 = 17 Years) 2025 Growth % (2018 to 2025 = 7 years) 10.5%10.5%N:\3022\Analysis\Segment\Segment Analysis_August 2019\ADT Volumes8/30/2019 9:59 AM LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3022 Acadia Hospital N:\3022\Report\Appendices\Appendices.3022.doc APPENDIX J POST OPERATIONAL IMPROVEMENT INTERSECTION ANALYSIS WORKSHEETS Acadia Long-Term with Project (Mitagted) PM 8: Lane Ave & Fenton St 08/30/2019 Acadia 09/22/2016 Long-Term with Project (Mitagted) PM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 240 276 90 290 399 279 80 370 220 186 380 230 Future Volume (veh/h) 240 276 90 290 399 279 80 370 220 186 380 230 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.95 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 273 314 102 330 453 317 91 420 250 211 432 261 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %222222222222 Cap, veh/h 250 466 486 297 516 591 117 528 310 188 615 368 Arrive On Green 0.14 0.25 0.25 0.17 0.28 0.28 0.07 0.25 0.25 0.11 0.29 0.29 Sat Flow, veh/h 1781 1870 1533 1781 1870 1537 1781 2105 1236 1781 2112 1263 Grp Volume(v), veh/h 273 314 102 330 453 317 91 354 316 211 363 330 Grp Sat Flow(s),veh/h/ln 1781 1870 1533 1781 1870 1537 1781 1777 1565 1781 1777 1598 Q Serve(g_s), s 10.5 11.3 3.7 12.5 17.3 12.0 3.8 13.9 14.2 7.9 13.6 13.8 Cycle Q Clear(g_c), s 10.5 11.3 3.7 12.5 17.3 12.0 3.8 13.9 14.2 7.9 13.6 13.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.79 1.00 0.79 Lane Grp Cap(c), veh/h 250 466 486 297 516 591 117 446 393 188 517 465 V/C Ratio(X) 1.09 0.67 0.21 1.11 0.88 0.54 0.78 0.79 0.81 1.12 0.70 0.71 Avail Cap(c_a), veh/h 250 540 546 297 590 652 169 498 439 188 517 465 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.2 25.3 18.8 31.2 25.9 18.0 34.4 26.2 26.3 33.5 23.6 23.7 Incr Delay (d2), s/veh 83.9 2.0 0.1 84.8 12.1 0.4 7.7 8.1 10.0 102.3 4.4 5.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.2 5.1 1.3 12.2 9.0 4.1 1.8 6.6 6.1 8.6 6.0 5.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 116.1 27.4 18.9 116.0 38.0 18.4 42.1 34.3 36.3 135.8 28.1 28.9 LnGrp LOS F C B F D B D C D F C C Approach Vol, veh/h 689 1100 761 904 Approach Delay, s/veh 61.3 55.8 36.1 53.5 Approach LOS E E D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 16.0 23.7 8.4 26.8 14.0 25.7 11.4 23.8 Change Period (Y+Rc), s 3.5 5.0 3.5 5.0 3.5 5.0 3.5 5.0 Max Green Setting (Gmax), s 12.5 21.6 7.1 21.8 10.5 23.6 7.9 21.0 Max Q Clear Time (g_c+I1), s 14.5 13.3 5.8 15.8 12.5 19.3 9.9 16.2 Green Ext Time (p_c), s 0.0 1.0 0.0 2.5 0.0 1.3 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 51.9 HCM 6th LOS D Acadia Long-Term with Project AM (Mitigated) 3: Otay Lakes Rd & Eastlake Pkwy 02/07/2020 Acadia 09/22/2016 Long-Term with Project AM (Mitigated) Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 587 1003 340 263 957 90 650 455 195 50 252 292 Future Volume (veh/h) 587 1003 340 263 957 90 650 455 195 50 252 292 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 2057 1870 1870 2057 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 618 1056 358 277 1007 95 684 479 205 53 265 307 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 513 1964 917 332 1547 146 594 1291 713 106 790 575 Arrive On Green 0.30 0.70 0.70 0.10 0.30 0.30 0.17 0.36 0.36 0.03 0.22 0.22 Sat Flow, veh/h 3456 5617 2623 3456 5206 490 3456 3554 1544 3456 3554 1530 Grp Volume(v), veh/h 618 1056 358 277 724 378 684 479 205 53 265 307 Grp Sat Flow(s),veh/h/ln 1728 1872 1312 1728 1872 1952 1728 1777 1544 1728 1777 1530 Q Serve(g_s), s 19.0 11.6 7.2 10.1 21.5 21.6 22.0 12.7 10.6 1.9 8.0 20.2 Cycle Q Clear(g_c), s 19.0 11.6 7.2 10.1 21.5 21.6 22.0 12.7 10.6 1.9 8.0 20.2 Prop In Lane 1.00 1.00 1.00 0.25 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 513 1964 917 332 1113 580 594 1291 713 106 790 575 V/C Ratio(X) 1.20 0.54 0.39 0.83 0.65 0.65 1.15 0.37 0.29 0.50 0.34 0.53 Avail Cap(c_a), veh/h 513 1964 917 432 1113 580 594 1471 791 135 999 665 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.77 0.77 0.77 0.74 0.74 0.74 1.00 1.00 1.00 0.93 0.93 0.93 Uniform Delay (d), s/veh 45.0 14.3 13.6 56.9 39.2 39.2 53.0 30.0 21.6 61.1 41.8 31.7 Incr Delay (d2), s/veh 106.0 0.8 1.0 6.3 2.2 4.2 86.4 0.2 0.3 4.0 0.3 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.6 3.8 1.9 4.7 10.2 11.0 16.6 5.5 3.9 0.9 3.6 7.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 151.0 15.1 14.6 63.2 41.4 43.4 139.4 30.2 21.8 65.1 42.1 32.6 LnGrp LOS F B B E D D F C C E D C Approach Vol, veh/h 2032 1379 1368 625 Approach Delay, s/veh 56.3 46.3 83.5 39.4 Approach LOS E D F D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 16.3 51.8 26.0 34.0 23.0 45.0 7.9 52.0 Change Period (Y+Rc), s 4.0 * 7 4.0 5.5 4.0 * 7 4.0 5.5 Max Green Setting (Gmax), s 16.0 * 34 22.0 36.0 19.0 * 31 5.0 53.0 Max Q Clear Time (g_c+I1), s 12.1 13.6 24.0 22.2 21.0 23.6 3.9 14.7 Green Ext Time (p_c), s 0.2 12.0 0.0 2.9 0.0 4.6 0.0 5.4 Intersection Summary HCM 6th Ctrl Delay 58.7 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Long-Term with Project AM (Mitigated) 6: Otay Lakes Rd & Hunte Pkwy 02/07/2020 Acadia 09/22/2016 Long-Term with Project AM (Mitigated) Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 214 171 204 220 564 80 469 690 90 30 460 309 Future Volume (veh/h) 214 171 204 220 564 80 469 690 90 30 460 309 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 2057 1870 1870 2057 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 246 197 234 253 648 92 539 793 103 34 529 355 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 209 832 388 209 1248 352 313 1347 601 73 1099 490 Arrive On Green 0.06 0.22 0.22 0.06 0.22 0.22 0.09 0.38 0.38 0.02 0.31 0.31 Sat Flow, veh/h 3456 3744 1744 3456 5617 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 246 197 234 253 648 92 539 793 103 34 529 355 Grp Sat Flow(s),veh/h/ln1728 1872 1744 1728 1872 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 4.0 2.9 8.0 4.0 6.7 3.2 6.0 11.8 2.9 0.6 8.0 13.2 Cycle Q Clear(g_c), s 4.0 2.9 8.0 4.0 6.7 3.2 6.0 11.8 2.9 0.6 8.0 13.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 209 832 388 209 1248 352 313 1347 601 73 1099 490 V/C Ratio(X) 1.18 0.24 0.60 1.21 0.52 0.26 1.72 0.59 0.17 0.47 0.48 0.72 Avail Cap(c_a), veh/h 209 1584 738 209 2376 671 313 1825 814 157 1664 742 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh31.1 21.1 23.1 31.1 22.6 21.3 30.1 16.4 13.7 32.0 18.5 20.3 Incr Delay (d2), s/veh 118.6 0.2 2.0 131.0 0.4 0.5 337.5 0.5 0.2 1.7 0.4 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.0 1.2 3.3 5.4 2.8 1.2 17.1 4.5 1.0 0.3 3.1 4.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 149.7 21.3 25.1 162.1 23.1 21.8 367.5 16.9 13.8 33.8 18.9 22.8 LnGrp LOS F C C F C C F B B C B C Approach Vol, veh/h 677 993 1435 918 Approach Delay, s/veh 69.3 58.4 148.4 21.0 Approach LOS E E F C Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s8.0 21.7 10.0 26.5 8.0 21.7 5.4 31.1 Change Period (Y+Rc), s 4.0 * 7 4.0 * 6 4.0 * 7 4.0 * 6 Max Green Setting (Gmax), s4.0 * 28 6.0 * 31 4.0 * 28 3.0 * 34 Max Q Clear Time (g_c+I1), s6.0 10.0 8.0 15.2 6.0 8.7 2.6 13.8 Green Ext Time (p_c), s 0.0 3.4 0.0 5.3 0.0 6.0 0.0 7.0 Intersection Summary HCM 6th Ctrl Delay 83.8 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Long-Term with Project AM (Mitigated) 7: Eastlake Pkwy & Fenton St 02/07/2020 Acadia 09/22/2016 Long-Term with Project AM (Mitigated) Synchro 10 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 80 140 60 234 120 62 130 500 302 104 320 110 Future Volume (veh/h) 80 140 60 234 120 62 130 500 302 104 320 110 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 2057 1870 1870 2057 1870 Adj Flow Rate, veh/h 85 149 64 249 128 66 138 532 321 111 340 117 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 123 216 281 614 203 105 222 640 385 142 830 280 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.06 0.28 0.28 0.08 0.29 0.29 Sat Flow, veh/h 667 1170 1522 3456 1144 590 3456 2315 1394 1781 2845 960 Grp Volume(v), veh/h 234 0 64 249 0 194 138 449 404 111 231 226 Grp Sat Flow(s),veh/h/ln1837 0 1522 1728 0 1735 1728 1955 1755 1781 1955 1850 Q Serve(g_s), s 7.8 0.0 2.3 4.2 0.0 6.8 2.6 14.2 14.2 4.0 6.2 6.4 Cycle Q Clear(g_c), s 7.8 0.0 2.3 4.2 0.0 6.8 2.6 14.2 14.2 4.0 6.2 6.4 Prop In Lane 0.36 1.00 1.00 0.34 1.00 0.79 1.00 0.52 Lane Grp Cap(c), veh/h 339 0 281 614 0 308 222 540 485 142 570 540 V/C Ratio(X) 0.69 0.00 0.23 0.41 0.00 0.63 0.62 0.83 0.83 0.78 0.41 0.42 Avail Cap(c_a), veh/h 650 0 539 1212 0 608 385 566 508 171 570 540 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh25.0 0.0 22.8 23.9 0.0 25.0 29.9 22.3 22.3 29.6 18.7 18.7 Incr Delay (d2), s/veh 2.5 0.0 0.4 0.4 0.0 2.1 1.1 10.3 11.5 14.2 0.7 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/ln3.4 0.0 0.8 1.7 0.0 2.8 1.1 7.5 6.9 2.2 2.7 2.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.5 0.0 23.2 24.3 0.0 27.1 31.0 32.6 33.8 43.8 19.3 19.5 LnGrp LOS C A C C A CCCCDBB Approach Vol, veh/h 298 443 991 568 Approach Delay, s/veh 26.6 25.5 32.9 24.2 Approach LOS CCCC Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 17.1 7.7 24.1 16.7 8.7 23.1 Change Period (Y+Rc), s 5.0 3.5 5.0 5.0 3.5 5.0 Max Green Setting (Gmax), s 23.2 7.3 18.0 23.0 6.3 19.0 Max Q Clear Time (g_c+I1), s 9.8 4.6 8.4 8.8 6.0 16.2 Green Ext Time (p_c), s 1.3 0.0 2.5 1.8 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 28.5 HCM 6th LOS C Acadia Long-Term with Project PM (Mitigated) 3: Otay Lakes Rd & Eastlake Pkwy 02/07/2020 Acadia 09/22/2016 Long-Term with Project PM (Mitigated) Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 589 1015 820 426 1048 80 550 554 264 170 806 659 Future Volume (veh/h) 589 1015 820 426 1048 80 550 554 264 170 806 659 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 2057 1870 1870 2057 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 607 1046 845 439 1080 82 567 571 272 175 831 679 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 567 1470 692 486 1265 96 540 1318 795 230 999 692 Arrive On Green 0.27 0.44 0.44 0.14 0.24 0.24 0.16 0.37 0.37 0.07 0.28 0.28 Sat Flow, veh/h 3456 5617 2643 3456 5310 403 3456 3554 1544 3456 3554 1537 Grp Volume(v), veh/h 607 1046 845 439 761 401 567 571 272 175 831 679 Grp Sat Flow(s),veh/h/ln 1728 1872 1321 1728 1872 1968 1728 1777 1544 1728 1777 1537 Q Serve(g_s), s 21.0 19.5 33.5 16.0 24.9 24.9 20.0 15.4 13.4 6.4 28.1 36.0 Cycle Q Clear(g_c), s 21.0 19.5 33.5 16.0 24.9 24.9 20.0 15.4 13.4 6.4 28.1 36.0 Prop In Lane 1.00 1.00 1.00 0.20 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 567 1470 692 486 892 469 540 1318 795 230 999 692 V/C Ratio(X) 1.07 0.71 1.22 0.90 0.85 0.85 1.05 0.43 0.34 0.76 0.83 0.98 Avail Cap(c_a), veh/h 567 1470 692 486 892 469 540 1318 795 297 999 692 HCM Platoon Ratio 1.67 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.54 0.54 0.54 0.80 0.80 0.80 1.00 1.00 1.00 0.45 0.45 0.45 Uniform Delay (d), s/veh 46.5 32.1 36.0 54.1 46.6 46.6 54.0 30.2 18.5 58.7 43.2 35.2 Incr Delay (d2), s/veh 48.7 1.6 106.9 16.5 8.3 14.7 52.5 0.3 0.3 4.2 2.9 18.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.0 7.9 19.6 8.1 12.6 14.1 12.6 6.7 4.8 2.9 12.7 23.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 95.2 33.7 143.0 70.7 54.9 61.4 106.5 30.5 18.8 62.9 46.0 53.6 LnGrp LOS F C F E D E F C B E D D Approach Vol, veh/h 2498 1601 1410 1685 Approach Delay, s/veh 85.6 60.9 58.8 50.9 Approach LOS F E E D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 22.0 40.5 24.0 41.5 25.0 37.5 12.5 53.0 Change Period (Y+Rc), s 4.0 * 7 4.0 5.5 4.0 * 7 4.0 5.5 Max Green Setting (Gmax), s 18.0 * 34 20.0 36.0 21.0 * 31 11.0 45.0 Max Q Clear Time (g_c+I1), s 18.0 35.5 22.0 38.0 23.0 26.9 8.4 17.4 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 2.7 0.2 6.5 Intersection Summary HCM 6th Ctrl Delay 66.7 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Long-Term with Project PM (Mitigated) 6: Otay Lakes Rd & Hunte Pkwy 02/07/2020 Acadia 09/22/2016 Long-Term with Project PM (Mitigated) Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 210 473 490 80 342 20 337 240 50 70 230 157 Future Volume (veh/h) 210 473 490 80 342 20 337 240 50 70 230 157 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 2057 1870 1870 2057 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 219 493 510 83 356 21 351 250 52 73 240 164 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 159 1414 658 146 2099 592 318 781 349 131 588 262 Arrive On Green 0.05 0.38 0.38 0.04 0.37 0.37 0.09 0.22 0.22 0.04 0.17 0.17 Sat Flow, veh/h 3456 3744 1744 3456 5617 1585 3456 3554 1585 3456 3554 1585 Grp Volume(v), veh/h 219 493 510 83 356 21 351 250 52 73 240 164 Grp Sat Flow(s),veh/h/ln 1728 1872 1744 1728 1872 1585 1728 1777 1585 1728 1777 1585 Q Serve(g_s), s 3.0 6.1 16.8 1.5 2.8 0.5 6.0 3.8 1.7 1.4 3.9 6.3 Cycle Q Clear(g_c), s 3.0 6.1 16.8 1.5 2.8 0.5 6.0 3.8 1.7 1.4 3.9 6.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 159 1414 658 146 2099 592 318 781 349 131 588 262 V/C Ratio(X) 1.38 0.35 0.77 0.57 0.17 0.04 1.10 0.32 0.15 0.56 0.41 0.62 Avail Cap(c_a), veh/h 159 1668 777 159 2502 706 318 1747 779 265 1692 755 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.1 14.5 17.8 30.6 13.6 12.9 29.6 21.3 20.5 30.8 24.3 25.3 Incr Delay (d2), s/veh 203.3 0.2 4.6 1.9 0.1 0.0 80.7 0.3 0.2 1.4 0.5 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 2.4 6.9 0.7 1.1 0.2 5.9 1.5 0.6 0.6 1.6 2.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 234.3 14.7 22.4 32.5 13.7 13.0 110.2 21.6 20.7 32.2 24.9 28.2 LnGrp LOS F B C C B B F CCCCC Approach Vol, veh/h 1222 460 653 477 Approach Delay, s/veh 57.3 17.1 69.2 27.1 Approach LOS E B E C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.7 31.6 10.0 16.8 7.0 31.3 6.5 20.3 Change Period (Y+Rc), s 4.0 * 7 4.0 * 6 4.0 * 7 4.0 * 6 Max Green Setting (Gmax), s 3.0 * 29 6.0 * 31 3.0 * 29 5.0 * 32 Max Q Clear Time (g_c+I1), s 3.5 18.8 8.0 8.3 5.0 4.8 3.4 5.8 Green Ext Time (p_c), s 0.0 5.8 0.0 2.5 0.0 3.2 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 48.4 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Acadia Long-Term with Project PM (Mitigated) 7: Eastlake Pkwy & Fenton St 02/07/2020 Acadia 09/22/2016 Long-Term with Project PM (Mitigated) Synchro 10 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 180 220 100 485 180 104 200 630 243 123 820 180 Future Volume (veh/h) 180 220 100 485 180 104 200 630 243 123 820 180 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 2057 1870 1870 2057 1870 Adj Flow Rate, veh/h 189 232 105 511 189 109 211 663 256 129 863 189 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222222222 Cap, veh/h 201 247 388 702 226 130 247 756 292 153 921 202 Arrive On Green 0.24 0.24 0.24 0.20 0.20 0.20 0.07 0.27 0.27 0.09 0.29 0.29 Sat Flow, veh/h 821 1008 1585 3456 1113 642 3456 2756 1064 1781 3188 698 Grp Volume(v), veh/h 421 0 105 511 0 298 211 470 449 129 529 523 Grp Sat Flow(s),veh/h/ln 1829 0 1585 1728 0 1755 1728 1955 1866 1781 1955 1932 Q Serve(g_s), s 21.8 0.0 5.2 13.3 0.0 15.7 5.8 22.2 22.2 6.9 25.5 25.5 Cycle Q Clear(g_c), s 21.8 0.0 5.2 13.3 0.0 15.7 5.8 22.2 22.2 6.9 25.5 25.5 Prop In Lane 0.45 1.00 1.00 0.37 1.00 0.57 1.00 0.36 Lane Grp Cap(c), veh/h 448 0 388 702 0 356 247 536 512 153 565 558 V/C Ratio(X) 0.94 0.00 0.27 0.73 0.00 0.84 0.85 0.88 0.88 0.84 0.94 0.94 Avail Cap(c_a), veh/h 448 0 388 824 0 418 247 539 514 153 567 561 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.7 0.0 29.5 35.9 0.0 36.9 44.3 33.4 33.4 43.4 33.4 33.4 Incr Delay (d2), s/veh 28.2 0.0 0.4 2.7 0.0 12.1 23.0 15.4 16.0 30.9 23.5 23.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.0 0.0 2.0 5.8 0.0 7.8 3.3 12.5 12.0 4.3 15.4 15.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 63.9 0.0 29.8 38.7 0.0 49.0 67.3 48.8 49.4 74.3 56.9 57.2 LnGrp LOS E A C D A D E D D E E E Approach Vol, veh/h 526 809 1130 1181 Approach Delay, s/veh 57.1 42.5 52.5 58.9 Approach LOS E D D E Timer - Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 28.6 10.4 32.9 24.6 11.8 31.5 Change Period (Y+Rc), s 5.0 3.5 5.0 5.0 3.5 5.0 Max Green Setting (Gmax), s 23.6 6.9 28.0 23.0 8.3 26.6 Max Q Clear Time (g_c+I1), s 23.8 7.8 27.5 17.7 8.9 24.2 Green Ext Time (p_c), s 0.0 0.0 0.4 1.9 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 53.0 HCM 6th LOS D