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Item 19 - Attachment A - Exhibit A - Appendix J - Traffic Impact Report
Appendix J Transportation Impact Analysis TRANSPORTATION IMPACT ANALYSIS THE FARM IN POWAY Poway, California January 15, 2020 Rev. May 15, 2020 LLG Ref. 3-18-3015 LINSCOTT, LAW & GREENSPAN engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx i TABLE OF CONTENTS SECTION PAGE 1.0 Introduction ................................................................................................................................ 1 2.0 Project Description .................................................................................................................... 3 2.1 Project Location .................................................................................................................. 3 2.2 Project Description .............................................................................................................. 3 2.3 Project Access ..................................................................................................................... 5 3.0 Study Area, Analysis Approach, & Methodology ................................................................... 9 3.1 Project Study Area .............................................................................................................. 9 3.1.1 Roadway Network .................................................................................................. 9 3.2 Auto Analysis Methodology ............................................................................................. 12 3.2.1 Auto Level of Service ........................................................................................... 12 3.2.2 Auto Analysis Scenarios ....................................................................................... 15 3.3 Multi-Modal Analysis Methodology ................................................................................ 16 3.3.1 Pedestrian Mobility ............................................................................................... 16 3.3.2 Bicycle Mobility ................................................................................................... 16 3.3.3 Transit Mobility .................................................................................................... 17 3.4 Vehicle Miles Traveled Methodology .............................................................................. 17 4.0 Existing Conditions .................................................................................................................. 18 4.1 Existing Roadway Conditions........................................................................................... 18 4.2 Existing Traffic Volumes .................................................................................................. 21 4.2.1 Intersections & Street Segments ........................................................................... 21 4.2.2 Existing Freeway Volumes ................................................................................... 21 4.2.3 Existing Ramp Volumes ....................................................................................... 21 4.3 Existing Cut-Through Traffic ........................................................................................... 21 4.4 Existing Pedestrian & Bicycle Activity ............................................................................ 23 4.5 Existing Transit Conditions .............................................................................................. 23 5.0 Significance Criteria ................................................................................................................ 26 5.1 City of Poway ................................................................................................................... 26 5.2 City of San Diego.............................................................................................................. 27 6.0 Existing Auto Analysis ............................................................................................................. 29 6.1 Peak Hour Intersection Operations ................................................................................... 29 6.2 Daily Street Segment Operations ...................................................................................... 29 6.3 Peak Hour Ramp Meter Operations .................................................................................. 29 6.4 Peak Hour Freeway Mainline Operations ......................................................................... 29 LINSCOTT, LAW & GREENSPAN engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx ii TABLE OF CONTENTS (CONTINUED) SECTION PAGE 7.0 Auto Trip Generation, Distribution & Assignment .............................................................. 37 7.1 Trip Generation ................................................................................................................. 37 7.2 Trip Distribution and Assignment .................................................................................... 42 8.0 Near-Term (Opening Year 2025) Cumulative Conditions ................................................... 45 8.1 Description of Cumulative Projects .................................................................................. 45 8.1.1 City of Poway ....................................................................................................... 45 8.1.2 City of San Diego.................................................................................................. 46 9.0 Near-Term (Opening Year 2025) Auto Analysis................................................................... 52 9.1 Near-Term (Opening Year 2025) ...................................................................................... 52 9.1.1 Peak Hour Intersection Operations ....................................................................... 52 9.1.2 Daily Street Segment Operations .......................................................................... 52 9.1.3 Peak Hour Freeway Ramp Meter Operations ....................................................... 52 9.1.4 Peak Hour Freeway Segment Operations ............................................................. 53 9.2 Near-Term (Opening Year 2025) With Project ................................................................ 53 9.2.1 Peak Hour Intersection Operations ....................................................................... 53 9.2.2 Daily Street Segment Operations .......................................................................... 54 9.2.3 Peak Hour Freeway Ramp Meter Operations ....................................................... 54 9.2.4 Peak Hour Freeway Segment Operations ............................................................. 54 10.0 Horizon Year 2035 Conditions ............................................................................................... 63 10.1 Horizon Year 2035 Network Conditions .......................................................................... 63 10.2 Horizon Year 2035 Traffic Volumes ................................................................................ 63 11.0 Horizon Year 2035 Auto Analysis .......................................................................................... 67 11.1 Horizon Year 2035 ............................................................................................................ 67 11.1.1 Peak Hour Intersection Operations ....................................................................... 67 11.1.2 Daily Street Segment Operations .......................................................................... 67 11.1.3 Peak Hour Freeway Ramp Meter Operations ....................................................... 67 11.1.4 Peak Hour Freeway Segment Operations ............................................................. 68 11.2 Horizon Year 2035 With Project ...................................................................................... 68 11.2.1 Peak Hour Intersection Operations ....................................................................... 68 11.2.2 Daily Street Segment Operations .......................................................................... 69 11.2.3 Peak Hour Freeway Ramp Meter Operations ....................................................... 69 11.2.4 Peak Hour Freeway Segment Operations ............................................................. 69 LINSCOTT, LAW & GREENSPAN engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx iii TABLE OF CONTENTS (CONTINUED) SECTION PAGE 12.0 Pedestrian Mobility .................................................................................................................. 79 12.1 Existing Pedestrian Conditions ......................................................................................... 79 12.1.1 Existing Pedestrian Demand ................................................................................. 79 12.2 Future Pedestrian Conditions ............................................................................................ 80 12.3 Pedestrian Mobility Review .............................................................................................. 80 12.3.1 Walkshed Analysis................................................................................................ 80 12.4 Recommended Pedestrian Improvements ......................................................................... 81 13.0 Bicycle Mobility ........................................................................................................................ 87 13.1 Bicycle Classifications ...................................................................................................... 87 13.2 Existing Bicycle Conditions ............................................................................................. 88 13.2.1 Existing Bicycle Demand ..................................................................................... 90 13.3 Future Bicycle Conditions ................................................................................................ 90 13.4 Bicycle Mobility Review .................................................................................................. 91 13.4.1 Bikeshed Analysis ................................................................................................. 91 13.5 Recommended Bicycle Improvements ............................................................................. 92 14.0 Transit Mobility ....................................................................................................................... 97 14.1 Existing Transit Conditions .............................................................................................. 97 14.1.1 Transit Centers ...................................................................................................... 97 14.1.2 Route Summaries .................................................................................................. 97 14.2 Transit Mobility Review ................................................................................................. 102 14.3 Recommended Transit Access Improvements ................................................................ 102 15.0 Alternative Vehicles ............................................................................................................... 104 15.1 Operation of NEVs / LSVs ............................................................................................. 104 15.2 Modified or Altered NEVs / LSVs ................................................................................. 105 15.3 NEVs / LSVs Transportation Network ........................................................................... 105 15.4 Recommendations ........................................................................................................... 107 16.0 School Zone Analysis ............................................................................................................. 109 16.1 Traffic Volumes .............................................................................................................. 109 16.2 Existing Analysis – School Peak Hour ........................................................................... 110 16.3 Near-Term (Opening Year 2025) Analysis – School Peak Hour ................................... 110 16.4 Recommendations ........................................................................................................... 113 LINSCOTT, LAW & GREENSPAN engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx iv TABLE OF CONTENTS (CONTINUED) SECTION PAGE 17.0 Access Assessment .................................................................................................................. 118 17.1 Network Conditions ........................................................................................................ 118 17.2 Traffic Volumes .............................................................................................................. 118 17.3 Access Analysis .............................................................................................................. 119 17.4 Emergency Access Discussion ....................................................................................... 120 18.0 Intelligent Transportation Systems (ITS) ............................................................................ 122 18.1.1 Traffic Signal Coordination ................................................................................ 122 18.1.2 Emergency Vehicle Preemption (EVP) .............................................................. 122 18.1.3 Transit Signal Priority (TSP) .............................................................................. 122 18.1.4 Adaptive Traffic Signal Control (ATSC) ........................................................... 122 18.2 ITS Communication Systems ......................................................................................... 123 18.3 The Farm in Poway ITS Mobility Considerations .......................................................... 123 19.0 Vehicle Miles Traveled (VMT) Approach ........................................................................... 124 19.1 Statewide VMT Guidelines............................................................................................. 124 19.1.1 VMT Background and Induced Travel ............................................................... 124 19.1.2 Senate Bill 743 .................................................................................................... 124 19.1.3 Revised CEQA Guidelines ................................................................................. 125 19.1.4 Technical Guidance: Recommended Methodology, Significance Thresholds, Mitigation, and Alternatives ........................................................................................... 126 19.2 Local/Regional VMT Guidelines .................................................................................... 133 19.2.1 Transition to SB 743 Guidelines ......................................................................... 133 19.2.2 Significance Criteria ........................................................................................... 134 19.2.3 Technical Methodology ...................................................................................... 134 20.0 The Farm in Poway VMT Analysis ...................................................................................... 136 20.1 VMT Project Context Screening ..................................................................................... 136 20.2 Proximity to Transit ........................................................................................................ 137 20.3 VMT per Capita .............................................................................................................. 138 20.3.1 City of Poway VMT............................................................................................ 138 20.3.2 Project VMT ....................................................................................................... 139 21.0 Project Design Features, Significance of Impacts, Mitigation Measures, and Recommendations ........................................................................................................................... 142 21.1 Project Design Features .................................................................................................. 142 21.2 Significance of Impacts & Mitigation Measures ............................................................ 143 21.3 Post-Mitigation Analysis ................................................................................................ 145 21.4 Recommendations ........................................................................................................... 146 21.4.1 Auto Improvements ............................................................................................ 146 LINSCOTT, LAW & GREENSPAN engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx v TABLE OF CONTENTS (CONTINUED) SECTION PAGE 21.4.2 Pedestrian Improvements .................................................................................... 146 21.4.3 Bicycle Improvements ........................................................................................ 147 21.4.4 Transit Improvements ......................................................................................... 147 21.4.5 Alternative Vehicles............................................................................................ 147 22.0 References ............................................................................................................................... 150 22.1.1 City of Poway ..................................................................................................... 150 22.1.2 City of San Diego................................................................................................ 150 22.1.3 Regional .............................................................................................................. 151 22.1.4 Statewide ............................................................................................................. 152 LINSCOTT, LAW & GREENSPAN engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx vi APPENDICES APPENDIX A. Highway Capacity Manual 6 Intersection Analysis Methodology B. City of Poway, SANTEC/ITE, and City of San Diego Roadway Classification Table C. Intersection and Segment Manual Count Sheets D. Caltrans Freeway Traffic Data E. Peak Hour Intersection Analysis Worksheets – Existing F. StreetLight Data Science Information G. Peak Hour Intersection Analysis Worksheets – Near-Term (Opening Year 2025) H. Peak Hour Intersection Analysis Worksheets – Near-Term (Opening Year 2025) With Project I. Peak Hour Intersection Analysis Worksheets – Horizon Year 2035 J. Peak Hour Intersection Analysis Worksheets – Horizon Year 2035 With Project K. Peak Hour Intersection Analysis Worksheets – School Zone Analysis (Mid-Day) – Existing Mid-Day L. Peak Hour Intersection Analysis Worksheets – School Zone Analysis (Mid-Day) – Near-Term (Opening Year 2025) M. Peak Hour Intersection Analysis Worksheets – School Zone Analysis (Mid-Day) – Near-Term (Opening Year 2025) With Project N. VMT Calculations O. Peak Hour Intersection Analysis Worksheets – Post-Mitigation LINSCOTT, LAW & GREENSPAN engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx vii LIST OF FIGURES SECTION—FIGURE # PAGE Figure 2–1 Vicinity Map ................................................................................................................. 6 Figure 2–2 Project Area Map .......................................................................................................... 7 Figure 2–3 Project Site Plan ............................................................................................................ 8 Figure 4–1 Existing Conditions Diagram ...................................................................................... 24 Figure 4–2 Existing Traffic Volumes ............................................................................................ 25 Figure 7–1 Project Traffic Distribution ......................................................................................... 43 Figure 7–2 Project Traffic Volumes .............................................................................................. 44 Figure 8–1 Cumulative Projects Location Map ............................................................................ 49 Figure 8–2 Near-Term (Opening Year 2025) Traffic Volumes .................................................... 50 Figure 8–3 Near-Term (Opening Year 2025) With Project Traffic Volumes ............................... 51 Figure 10–1 Horizon Year 2035 Traffic Volumes .......................................................................... 65 Figure 10–2 Horizon Year 2035 With Project Traffic Volumes ..................................................... 66 Figure 12–1 Existing Pedestrian Network....................................................................................... 83 Figure 12–2 Existing Pedestrian Demand ....................................................................................... 84 Figure 12–3 Walkshed Analysis...................................................................................................... 85 Figure 12–4 Recommended Pedestrian Improvements ................................................................... 86 Figure 13–1 Existing Bicycle Network ........................................................................................... 93 Figure 13–2 Existing Bicycle Demand ........................................................................................... 94 Figure 13–3 Bikeshed Analysis ....................................................................................................... 95 Figure 13–4 Recommended Bicycle Improvements ....................................................................... 96 Figure 14–1 Existing Transit Network .......................................................................................... 103 Figure 15–1 States with Laws Allowing Low-Speed Vehicles on Public Roads ......................... 108 Figure 16–1 School Zone Study Area Intersections ...................................................................... 114 Figure 16–2 Existing Mid-day Peak Hour Traffic Volumes ......................................................... 115 Figure 16–3 Near-Term (Opening Year 2025) Mid-day Peak Hour Traffic Volumes ................. 116 Figure 16–4 Near-Term (Opening Year 2025) With Project Mid-day Peak Hour Traffic Volumes ....... 117 Figure 17–1 Project Access Conditions Diagram ......................................................................... 121 Figure 21–1 Significant Impacts ................................................................................................... 148 Figure 21–2 Mitigation Measures and Recommended Auto Improvements ................................ 149 LINSCOTT, LAW & GREENSPAN engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx viii LIST OF TABLES SECTION—TABLE # PAGE Table 2–1 Land Use Summary ....................................................................................................... 4 Table 3–1 Intersection LOS & Delay Ranges .............................................................................. 13 Table 3–2 Freeway Segment LOS Criteria .................................................................................. 14 Table 3–3 Auto Analysis Scenarios ............................................................................................. 16 Table 5–1 City of Poway (SANTEC/ITE) Traffic Impact Significance Thresholds ................... 27 Table 5–2 City of San Diego Traffic Impact Significant Thresholds .......................................... 28 Table 6–1 Existing Intersection Operations ................................................................................. 30 Table 6–2 Existing Street Segment Operations ........................................................................... 32 Table 6–3 Existing Caltrans Ramp Meter Analysis – Fixed Rate ............................................... 35 Table 6–4 Existing Freeway Mainline Operations ...................................................................... 36 Table 7–1 Trip Generation Rates – Proposed Project .................................................................. 38 Table 7–2 Trip Generation Rates – Former Stoneridge Country Club ........................................ 39 Table 7–3 Trip Generation – Proposed Project ............................................................................ 40 Table 7–4 Trip Generation – Former Stoneridge Country Club .................................................. 41 Table 9–1 Near-Term (Opening Year 2025) Intersection Operations ......................................... 55 Table 9–2 Near-Term (Opening Year 2025) Street Segment Operations .................................... 57 Table 9–3 Near-Term (Opening Year 2025) Ramp Meter Analysis – Fixed Rate ...................... 61 Table 9–4 Near-Term (Opening Year 2025) Freeway Segment Operations ............................... 62 Table 11–1 Horizon Year 2035 Intersection Operations ............................................................... 71 Table 11–2 Horizon Year 2035 Street Segment Operations .......................................................... 73 Table 11–3 Horizon Year 2035 Ramp Meter Analysis – Fixed Rate ............................................ 77 Table 11–4 Horizon Year Freeway Segment Operations .............................................................. 78 Table 12–1 Planned Improvements – Pedestrian ........................................................................... 80 Table 13–1 California Bikeway Classification System ................................................................. 87 Table 13–2 Bicycle Mobility ......................................................................................................... 88 Table 13–3 Planned Improvements – Bicycle ............................................................................... 91 Table 14–1 Amenities at Bus Stations Within Project Walkshed ................................................ 102 Table 15–1 Cross Sections of LSV Accommodations ................................................................. 106 Table 16–1 Existing Mid-Day Intersection Operations ............................................................... 111 Table 16–2 Near-Term Mid-Day Intersection Operations ........................................................... 112 LINSCOTT, LAW & GREENSPAN engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx ix LIST OF TABLES (CONTINUED) SECTION—TABLE # PAGE Table 17–1 Access Intersection Operations ................................................................................. 119 Table 20–1 VMT Project Context Screening ............................................................................... 136 Table 20–2 City of Poway – Existing Baseline VMT/Capita ...................................................... 139 Table 20–3 The Farm in Poway – Project VMT/Capita ............................................................. 140 Table 21–1 Project Design Features ............................................................................................ 142 Table 21–2 Impact Summary Table ............................................................................................. 143 Table 21–3 Recommended Mitigation Measures ........................................................................ 144 Table 21–4 Post-Mitigation Analysis .......................................................................................... 145 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 1 TRANSPORTATION IMPACT ANALYSIS THE FARM IN POWAY Poway, California January 15, 2020 Rev. May 15, 2020 1.0 INTRODUCTION Linscott, Law & Greenspan, Engineers (LLG) has prepared this Transportation Impact Analysis Report for The Farm in Poway Project (hereby referred to as the “Project”). The Project will be located in the City of Poway and proposes a mixed-use “Agri-hood” including Garden Homes, Social Amenities, Educational Amenities, and Agri-amenities on an approximate 118-acre site in place of the former Stoneridge County Club (which has been permanently closed since November 2017). A detailed description of the Project is included in Project description section of this report. This Transportation Impact Study has been prepared to analyze the impacts from the proposed Project based on the currently adopted guidelines which focus on Automobile Delay (or Level of Service). Pursuant to Senate Bill (SB 743) Guidelines, a VMT analysis is also included. In addition to the vehicular mode analyses, the multi-modal network in the influence of the Project study area was also reviewed. This included Pedestrian, Bicycle, Transit and Alternative Vehicle mobility. Collectively, vehicular mobility combined with multi-modal networks were reviewed to help promote local and regional mobility without auto-dependency. The report is organized as follow: Section 1.0 Introduction Section 2.0 Project Description Section 3.0 Study Area, Analysis Approach & Methodology Section 4.0 Existing Conditions Discussion Section 5.0 Significance Criteria Section 6.0 Existing Auto Analysis Section 7.0 Auto Trip Generation, Distribution & Assignment Section 8.0 Near-Term (Opening Year 2025) Cumulative Conditions Discussion Section 9.0 Near-Term (Opening Year 2025) Auto Analysis Section 10.0 Horizon Year 2035 Conditions Discussion Section 11.0 Horizon Year 2035 Auto Analysis Section 12.0 Pedestrian Mobility Section 13.0 Bicycle Mobility Section 14.0 Transit Mobility Section 15.0 Alternative Vehicles LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 2 Section 16.0 School Zone Analysis Section 17.0 Access Assessment Section 18.0 Intelligent Transportation Systems (ITS) Section 19.0 Vehicle Miles Traveled (VMT) Approach Section 20.0 The Farm in Poway VMT Analysis Section 21.0 Project Design Features, Significance of Impacts, Mitigation Measures, & Recommendations Section 22.0 References LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 3 2.0 PROJECT DESCRIPTION 2.1 Project Location The Farm in Poway will be located in the City of Poway. The site is currently zoned Open Space Recreational (OS-R) and was formerly occupied by the Stoneridge County Club. The Stoneridge Country Club has been permanently closed since November 2017. The Project site is bounded by Valle Verde Road, St. Andrews Drive, Tam O’Shanter Drive, Cloudcroft Drive, and Espola Road. Figure 2–1 shows the Project vicinity map. Figure 2–2 shows the Project area map. 2.2 Project Description The Farm in Poway Specific Plan proposes to develop the 118-acre site as an “Agri-hood”, a new community trend that seeks to include a farm or garden(s) as a central community amenity promoting sustainable development through community connections promoting social and environmental wellness, natural, healthy, and local food, and recreational outlets. The creative vision for The Farm in Poway involves the creation of small residential enclaves supported by recreational, social, and educational opportunities within a farm setting. Surrounded by working farmlands, the community will function as a neighborhood within a farm. These community connections will be further enhanced through the provision of trails, parks, and other recreational amenities that deliver a vast array of convenient, healthy, and social activities. Finally, educational amenities including various types of gardens, a greenhouse, and a butterfly aviary offer community residents and the surrounding community resources to learn about nature, food, wellness, and more. Table 2–1 summarizes the Project land use types and quantities. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 4 TABLE 2–1 LAND USE SUMMARY Land Use Area a (Acres) Residential b (Units) Commercial c (Square feet) Non-Residential Uses Open Space – Recreation (OS-R) The Club Pool, 4 Tennis Courts, 16 Pickleball Courts, Multi-Purpose Room 6.85 acres – 6,000 SF Social at The Gardens Café, Coffee, Wine & Beer Garden 1.78 acres – 4,800 SF The Barn d Wedding Venue, Music Venue, Multi-Purpose Room 0.87 acres – 5,300 SF Programmed Open Space Recreation e The Butterfly Farm Vivarium/Greenhouse, Classroom, Picnic Area, Garden, Trails 5.15 acres – 13,100 SF Subtotal OS-R 14.65 acres – 29,200 SF Open Space – Conservation (OS-C) Agri-Fields 8.7 acres – – Community Garden 1.3 acres – – Unprogrammed Open Space Conservation f Tranquility Garden, Tot Lot, Community Gardens, Open Space Recreation 45.72 acres – – Subtotal OS-C 55.72 acres – – Roadway Right-of-Ways 12.96 acres – – Total Non-Residential Uses 83.33 acres – 29,200 SF Residential Uses Residential – Homestead 110'x180' Single-Family (2.5 DU/Acre) 8.00 acres 20 – Residential – Garden 70'x100' Single-Family (4.7 DU/Acre) 2.78 acres 13 – Residential – Twin 35'x100' Twin Homes (10.7 DU/Acre) 2.05 acres 22 – Residential – Meadow 100'x100' Single-Family (3.5 DU/Acre) 4.31 acres 15 – Residential – Cottage 100'x100' Single-Family (5.4 DU/Acre) 16.71 acres 90 – Total Residential 33.85 acres 160 – TOTAL PROJECT 117.18 acres 160 29,200 SF Source: The Farm in Poway Draft Specific Plan, April 2019 Footnotes: a. Acreages are approximate and may vary slightly at Tentative Map and Final Map. b. Residential Dwelling Units may be transferred between Residential Land Use Districts provided that the total number of dwelling units does not exceed 160. c. Non-residential square footages are rounded up to the nearest hundredth in the trip generation calculations. d. It should also be noted that weddings, parties, and similar larger events shall be limited to weekends and after peak hours on weekday to minimize traffic impacts per the Specific Plan. In addition, the amount of special events at The Barn will be limited in accordance with the Specific Plan and do not represent “typical day” conditions. e. Programmed Park represents the potential for scheduled activities occurring during weekday periods. f. Unprogrammed Park uses represent passive open space-type uses with no scheduled weekday activities LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 5 2.3 Project Access Roadways that will provide direct access to the Project are Espola Road, existing residential streets St. Andrews Drive and Boca Raton Lane, and a series of proposed private streets, including motor courts and common access roads. The Project roadway design focuses on promoting walking and bicycling as the preferred modes of travel by designing low-speed streets that can be shared between automobiles bicycles, and low-speed vehicles (LSVs). Low speed streets also support pedestrian comfort and safety. Sidewalks are provided on one-side of all private streets, except motor courts. Sidewalks connect to trails, and provide access to an existing transit stop located just east of the Project site at the intersection of Espola Road and Cloudcroft Drive. Vehicular access is primarily proposed at the Espola Road/ Martincoit Road/ Private Street ‘A’ intersection. Secondary access is proposed at three additional locations: Cloudcroft Drive/ Cloudcroft Court, Boca Raton Lane/ Private Street ‘E’ and Tam O’Shanter Drive/ Private Street ‘A’. A more detailed discussion of Project access is provided in Section 17.0 of this report. Figure 2–3 illustrates the Project site plan. CARLSBAD CORONADO ENCINITAS SOLANABEACH CHULA VISTA OCEANSIDE VISTA SAN MARCOS POWAY SANTEE EL CAJON LA MESA LEMONGROVE NATIONAL CITY SAN DIEGO S.D. COUNTY ESCONDIDO Time: 3:10 PMDate: 4/10/2019N:\3015\Figures [ Figure 2-1 Vicinity Map The Farm in Poway §¨8 §¨5 §¨805 §¨5 §¨15 §¨5 §¨8 "Ã54 "Ã125 "Ã94 "Ã52 "Ã163 "Ã56 "Ã78 "Ã67 §¨15 Project Site OldCoachRdValleVerdeRdSummerfieldSolera Wy DelPasoDrEdina Way OldWineryRdTamOShant er CloudcroftDrStAndrewsDrPaseoDelVeranoEspola Rd Time: 10:07 AMDate: 10/21/2019N:\3015\Figures Project Area Map Figure 2-2 [ The Farm in Poway Time: 4:01 PM Date: 1/15/2020 N:\3015\Figures Project Site Plan Figure 2-3 [ The Farm in Poway THE FARM IN POWAY SITE PLAN * Conceptual Site Plan provided for illustrative purposes only. See the Specific Plan for the latest site plan. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 9 3.0 STUDY AREA, ANALYSIS APPROACH, & METHODOLOGY The Transportation Impact Study evaluates The Farm at Poway’s potential vehicular impacts within the study area based on the currently adopted guidelines which focus on Automobile Delay (and corresponding Level of Service). In addition, and in compliance with Senate Bill 743 (SB 743), an alternative method of identifying transportation impacts was also reviewed. Per SB 743, Vehicle Miles Traveled (VMT) has been identified as a more appropriate metric for measuring transportation impacts. A lead agency may elect to be governed by this new metric at any time. However, beginning January 1, 2020, this new metric shall become a requirement statewide. After the CEQA guidelines take effect, Automobile Delay, as described solely by level of service or similar measures of vehicular capacity or traffic congestion shall not be considered a significant effect on the environment. As regulatory agencies are in transition, both an Automobile Delay and a VMT Analysis have been prepared for The Farm at Poway Project. The forecast vehicular travel demand and VMT were reviewed to determine potential transportation impacts. Although the City of Poway has not yet adopted VMT guidelines, a VMT analysis was conducted given forthcoming changes to CEQA requirements. The analysis is focused on impacts to the surrounding area and community. The following sections provide more detail of the analysis approach and methodology. In addition, the multi-modal network was comprehensively reviewed. Pedestrian and bicycle mobility were reviewed on the surrounding street network. Transit conditions and access to transit was evaluated. The growing role of Alternative Vehicles and Intelligent Transportation Systems (ITS) were also reviewed (see Sections 15.0 and 18.0 of this report, respectively). Collectively, these multi-modal networks and trip efficiency strategies help promote local and regional mobility without auto- dependency. 3.1 Project Study Area 3.1.1 Roadway Network The scope of the study area was developed with City of Poway staff per the SANTEC/ITE Regional Guidelines for Traffic Impact Studies and the City of San Diego Traffic Impact Study Manual guidelines for intersections, segments and ramp meters. A preliminary Project distribution, a review of approved traffic studies in the area, and a working knowledge of the local transportation system were also considered when determining the study area. Based on the above guidelines and approach, this study analyzed twenty-five (25) intersections, forty- six (46) off-site street segments, four (4) freeway mainline segments, and two (2) ramp meter locations. The study area includes the following major roadways: Rancho Bernardo Road, Espola Road, Pomerado Road, Avenida Florencia, Stone Canyon Road, Martincoit Road, Twin Peaks Road, Valle Verde Road, and Bernardo Heights Parkway. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 10 The specific vehicular study area intersections, street segments, freeway mainline segments, and ramp meters analyzed in this report are shown below. INTERSECTIONS ID Location Jurisdiction Traffic Control 1. I-15 SB Ramps/Rancho Bernardo Rd Caltrans/City of San Diego Signalized 2. I-15 NB Ramps/Rancho Bernardo Rd Caltrans/City of San Diego Signalized 3. Bernardo Center Dr/Rancho Bernardo Rd City of San Diego Signalized 4. Pomerado Rd/Rancho Bernardo Rd City of San Diego Signalized 5. Summerfield Ln/Rancho Bernardo Rd/Espola Rd City of Poway Signalized 6. Avenida Florencia/Espola Rd City of Poway Unsignalized 7. Valle Verde Rd/Espola Rd City of Poway Signalized 8. Valle Verde Rd/St Andrews Dr City of Poway Unsignalized 9. Martincoit Rd/Espola Rd City of Poway Signalized 10. Cloudcroft Dr/Espola Rd City of Poway Unsignalized 11. Old Coach Rd/Espola Rd City of Poway Signalized 12. Espola Rd/Lake Poway Rd City of Poway Signalized 13. Espola Rd/Eden Grove/Titan Way City of Poway Signalized 14. Espola Rd/Twin Peaks Rd City of Poway Signalized 15. Pomerado Rd/Rios Rd City of San Diego Signalized 16. Pomerado Rd/Avenida La Valencia City of San Diego Signalized 17. Pomerado Rd/Stone Canyon Rd City of San Diego Signalized 18. Pomerado Rd/Bernardo Heights Pkwy City of San Diego Signalized 19. Pomerado Rd/Twin Peaks Rd City of Poway Signalized 20. Avenida Florencia/Avenida La Valencia City of Poway Unsignalized 21. Del Norte/Stone Canyon Rd City of Poway Unsignalized 22. Martincoit Rd/Stone Canyon Rd City of Poway Unsignalized 23. Tam O’Shanter Dr/ Private Street "E" City of Poway Unsignalized 24. Tam O Shanter Dr/Private Street "A" City of Poway Unsignalized 25. Tam O’Shanter Dr/Cloudcroft Dr City of Poway Unsignalized LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 11 STREET SEGMENTS ID Roadway Segment Jurisdiction 1. Rancho Bernardo Road W. Bernardo Dr to I-15 SB Ramps Caltrans/ City of San Diego 2. Rancho Bernardo Road I-15 SB Ramps to I-15 NB Ramp Caltrans/ City of San Diego 3. Rancho Bernardo Road I-15 NB Ramps to Bernardo Center Dr Caltrans/ City of San Diego 4. Rancho Bernardo Road Bernardo Center Dr to Pomerado Rd City of San Diego 5. Rancho Bernardo Road Pomerado Rd to Summerfield Ln City of San Diego 6. Espola Road Summerfield Ln to Avenida Florencia City of Poway 7. Espola Road Avenida Florencia to Valle Verde Rd City of Poway 8. Espola Road Valle Verde Rd to Martincoit Rd City of Poway 9. Espola Road Martincoit Rd to Cloudcroft Dr City of Poway 10. Espola Road Cloudcroft Dr to Old Coach Rd City of Poway 11. Espola Road Old Coach Rd to Lake Poway Rd City of Poway 12. Espola Road Lake Poway Rd to Titan Wy City of Poway 13. Espola Road Titan Wy to Willow Ranch Rd City of Poway 14. Espola Road Willow Ranch Rd to Del Poniente Rd City of Poway 15. Espola Road Del Poniente Rd to Twin Peaks Rd City of Poway 16. Espola Road Twin Peaks Rd to Ezra Ln City of Poway 17. Pomerado Road Pomerado Ct to Rancho Bernardo Rd City of San Diego 18. Pomerado Road Rancho Bernardo Rd to Rios Rd City of San Diego 19. Pomerado Road Rios Rd to Avenida La Valencia City of San Diego 20. Pomerado Road Avenida La Valencia to Stone Canyon Rd City of San Diego 21. Pomerado Road Stone Canyon Rd to Bernardo Heights Pkwy City of San Diego 22. Pomerado Road Bernardo Heights Pkwy to Pomerado Hospital City of Poway 23. Pomerado Road Pomerado Hospital to Monte Vista Rd City of Poway 24. Pomerado Road Monte Vista Rd to Twin Peaks Rd City of Poway 25. Pomerado Road Twin Peaks Rd to Ted Williams Pkwy City of Poway 26. Bernardo Center Drive Bajada Rd to Rancho Bernardo Rd City of San Diego 27. Bernardo Center Drive Rancho Bernardo Rd to Bernardo Plaza Ct City of San Diego 28. Rios Road Pomerado Rd to Summerfield Ln City of San Diego 29. Summerfield Lane Rios Rd to Rancho Bernardo Rd City of Poway 30. Avenida La Valencia Pomerado Rd to Avenida Florencia City of Poway 31. Avenida Florencia Rancho Bernardo Rd and Avenida La Valencia City of Poway 32. Del Norte Avenida La Valencia to Stone Canyon Rd City of Poway 33. Stone Canyon Road Pomerado Rd to Avenida Florencia City of Poway 34. Stone Canyon Road Avenida Florencia to Martincoit Rd City of Poway 35. Martincoit Road Rancho Bernardo Rd to Stone Canyon Rd City of Poway 36. Twin Peaks Road World Trade Center to Pomerado Rd City of Poway 37. Twin Peaks Road Pomerado Rd to Deerwood Dr City of Poway LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 12 STREET SEGMENTS (CONT’D) ID Roadway Segment Jurisdiction 38. Twin Peaks Road Tierra Bonita Rd to Espola Rd City of Poway 39. Valle Verde Road Espola Rd to St Andrews Dr City of Poway 40. St. Andrews Drive Valle Verde Rd to Tam O’Shanter Dr City of Poway 41. Tam O’Shanter Drive St Andrews Dr to Entrance 'A' City of Poway 42. Tam O’Shanter Drive Entrance 'B' to Cloudcroft Dr City of Poway 43. Cloudcroft Drive Tam O’Shanter Dr to Espola Rd City of Poway 44. Bernardo Heights Parkway Paseo Lucido to Pomerado Rd City of San Diego 45. Lake Poway Road East of Espola Rd City of Poway 46. Titan Way West of Espola Rd City of Poway FREEWAY MAINLINE SEGMENTS ID Freeway Segment Jurisdiction 1. Interstate 15 Northbound; North of Rancho Bernardo Road Caltrans 2. Interstate 15 Southbound; North of Rancho Bernardo Road Caltrans 3. Interstate 15 Northbound; South of Rancho Bernardo Road Caltrans 4. Interstate 15 Southbound; South of Rancho Bernardo Road Caltrans FREEWAY RAMPS ID Freeway On-Ramp Jurisdiction 1. Interstate 15 Southbound Westbound Rancho Bernardo Road Caltrans 2. Interstate 15 Northbound Westbound Rancho Bernardo Road Caltrans 3.2 Auto Analysis Methodology 3.2.1 Auto Level of Service Level of service (LOS) is the term used to denote the different operating conditions which occur on a given roadway segment under various traffic volume loads. It is a qualitative measure used to describe a quantitative analysis taking into account factors such as roadway geometries, signal phasing, speed, travel delay, freedom to maneuver, and safety. Level of service provides an index to the operational qualities of a roadway segment or an intersection. Level of service designations range from A to F, with LOS A representing the best operating conditions and LOS F representing the worst operating conditions. Level of service designation is reported differently for signalized intersections and for roadway segments. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 13 Intersections Signalized intersections were analyzed under weekday 7:00-9:00 AM and 4:00-6:00 PM peak hour conditions. An additional 1:45-3:45 PM count was conducted at intersections located within a 1.0- mile distance to nearby schools. Average vehicle delay was determined utilizing the methodology found in Chapter 18 of the 2016 Highway Capacity Manual (HCM 6th Edition), with the assistance of the Synchro (version 10) computer software. The delay values (represented in seconds) were qualified with a corresponding intersection LOS. A more detailed explanation of the methodology is attached in Appendix A. Table 3–1 shows the signalized intersection delay categorized for each level of service (LOS). Unsignalized intersections were analyzed under weekday 7:00-9:00 AM and 4:00-6:00 PM peak hour conditions. An additional 1:45-3:45 PM count was conducted at intersections located within a 1.0- mile distance to nearby schools. Average vehicle delay and Levels of Service (LOS) were determined based upon the procedures found in Chapters 19 and 20 of the HCM 6, with the assistance of the Synchro (version 10) computer software. A more detailed explanation of the methodology is attached in Appendix A. Table 3–1 shows the unsignalized intersection delay categorized for each level of service (LOS). TABLE 3–1 INTERSECTION LOS & DELAY RANGES LOS Delay (seconds/vehicle) Signalized Intersections Unsignalized 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: Highway Capacity Manual Street Segments Street segment analysis is based upon the comparison of daily traffic volumes (ADTs) to the City of Poway, SANTEC/ITE, and City of San Diego’s Roadway Classification, Level of Service, and ADT Table. These tables provide segment capacities for different street classifications, based on traffic volumes and roadway characteristics. Appendix B include City of Poway, SANTEC/ITE, and City of San Diego Roadway Classification. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 14 Freeway Segments Freeway segments were analyzed under AM and PM peak hour based on the standards outlined in the Caltrans Guide for the Preparation of Traffic Impact Studies using Highway Capacity Manual (HCM 6th Edition). The freeway analyses were conducted using the Highway Capacity Software (HCS version 7.3). The freeway analysis is based on assessing freeway operations based on traffic volumes, freeway network and other segment specific characteristics and reporting freeway volume to capacity ratio, speed and density. Table 3–2 presents the freeway segment criteria based on density. TABLE 3–2 FREEWAY SEGMENT LOS CRITERIA LOS Density Range (pc/mi/ln) A 0 – 11 B > 11 – 18 C > 18 – 26 D > 26 – 35 E > 35 – 45 F > 45 General Notes: 1. Source: HCM 6th Edition 2. pc/mi/ln– Passenger car per mile per lane The freeway analyses significance criteria uses “Volume to Capacity ratio (v/c)” or “Speed” as the measures of effectiveness (MOE) to determine impacts on freeways. While Freeway Density has been reported in the analyses, v/c was used as the MOE to determine significant Project impacts on freeways given the software limitations in reporting speeds at congested conditions (i.e. LOS F). Freeway Ramp Meters Ramp metering is a means of controlling the volume of traffic entering the freeway with the goal of improving the safety, traffic operations, and flow on the freeway main lanes. Freeway ramp meter analysis estimates the peak hour queues and delays at freeway ramps by comparing existing volumes to the meter rate at the given location. The Project ramp meters were analyzed using the Fixed Rate method. The fixed rate approach is based solely on the specific time intervals at which the ramp meter is programmed to release traffic. The ramp meter results are theoretical and based on Caltrans’ most restrictive meter rates, which were obtained from Caltrans. The ramp meter rates fluctuate during the peak hour; however, to be conservative, the most restrictive rate was used. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 15 Adaptive Traffic Signal Controls According to the Federal Highway Administration (FHWA), the key benefits of Adaptive Traffic Signal Control over conventional signal systems is that that it can continuously distribute green light time equitably for all traffic movements, improve travel time reliability by progressively moving vehicles through green lights, reduce congestion by creating smoother flow and prolong the effectiveness of traffic signal timing. Case studies have been completed to quantify the benefits of Adaptive Traffic Signal Control. A review of Southern California case studies indicates an average reduction in AM/PM delay of 32%, an average reduction in AM/PM travel time of 17%, and an average increase in AM /PM travel speed of 29% with the implementation of Adaptive Traffic Signal Control. Additional information on Adaptive Traffic Signal Control is includes in Section 18.1.3. 3.2.2 Auto Analysis Scenarios It would be expected that the development of the Project will occur over several years with Opening Day planned for a future timeframe in Year 2025. In order to provide for a worst-case analysis, significant impacts were measured assuming construction of all the entire Project at once. Table 3–3 shows the analyses performed in each of the scenarios to determine the potential impacts to the road network. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 16 TABLE 3–3 AUTO ANALYSIS SCENARIOS Scenario Analysis Performed Proposed Project – Existing & Near-Term Conditions • Existing • Near-Term (Opening Year 2025) • Near-Term (Opening Year 2025) With Project Peak Hour Intersection Analysis Daily Street Segment Analysis Peak Hour Ramp Meter Analysis Peak Hour Freeway Mainline Analysis Proposed Project – Horizon Year 2035 Conditions • Horizon Year 2035 • Horizon Year 2035 With Project Peak Hour Intersection Analysis Daily Street Segment Analysis Peak Hour Ramp Meter Analysis Peak Hour Freeway Mainline Analysis School Zone Conditions • Existing • Near-Term (Opening Year 2025) • Near-Term (Opening Year 2025) With Project Peak Hour Intersection Analysis 3.3 Multi-Modal Analysis Methodology 3.3.1 Pedestrian Mobility Pedestrian network connectivity was evaluated by developing the pedestrian network and performing a pedestrian travelshed analysis for the network. The pedestrian travelshed analysis evaluates the level of connectivity provided at each study intersection within the pedestrian study area. The walkshed analysis requires first creating a 0.25- mile crow files buffer and then a 0.25-mile pedestrian walkshed buffer based on the location of each project access point and the associated walkability infrastructure such as pedestrian crosswalks, sidewalks, pathways, trails, etc. 3.3.2 Bicycle Mobility Bicycle network connectivity was evaluated by developing the bicycle network and performing a bicycle travelshed analysis for the network. The bicycle travelshed analysis evaluates the level of connectivity provided at each study intersection within the bicycle study area. The bikeshed analysis requires first creating a 1.0-mile crow files buffer LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 17 and then a 1.0-mile bikeshed buffer based on the location of each project access point and associated bicycle infrastructure. 3.3.3 Transit Mobility Transit mobility was reviewed by documenting transit service within the study area. A walkshed evaluation was also performed to identify locations around the Project site where pedestrians could access transit by walking. 3.4 Vehicle Miles Traveled Methodology In compliance with Senate Bill 743 (SB 743), this Transportation Impact Study also evaluates The Farm in Poway’s potential vehicular impacts using a Vehicle Miles Traveled (VMT) metric, pursuant to direction from the state legislature. Public Resources Code section 20199, enacted pursuant to SB 743, identifies Vehicle Miles Traveled (VMT) as an appropriate metric for measuring transportation impacts. VMT Analysis focuses on the number and length of vehicle trips made by a project’s employees and residents. The methodology used for the Project is based on the Governor’s Office of Planning and Research (OPR) update to the CEQA Guidelines and Technical Advisory released in November 2017. Given that no criteria or methodologies have been formally adopted, OPR guidance was used to develop significance thresholds and technical methodologies for the Project. Under OPR’s proposed revisions to the CEQA guidelines, VMT exceeding an applicable threshold of significance may indicate a significant transportation impact. Furthermore, under the proposed guideline revisions, for projects other than roadway capacity projects, automobile delay, as described solely by Level of Service or similar measures of vehicular capacity or traffic congestion shall not be considered a significant effect on the environment. The proposed revisions to the guidelines would allow a lead agency to elect to evaluate transportation impacts under the revised guidelines at any time and would make the revised guidelines applicable statewide beginning January 1, 2020. Although the City of Poway has not yet adopted VMT guidelines, a VMT analysis was conducted given forthcoming changes to CEQA requirements . Sections 19.0 through 21.0 provide detailed information on the VMT analysis. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 18 4.0 EXISTING CONDITIONS Effective evaluation of the traffic impacts associated with the proposed Project requires an understanding of the existing transportation system within the Project area. Figure 4–1 shows an existing conditions diagram, including signalized intersections and lane configurations. 4.1 Existing Roadway Conditions The following is a description of the existing street network in the study area. Rancho Bernardo Road is located within the City of San Diego’s jurisdiction and is classified on the Rancho Bernardo Community Plan as a 6-Lane Major Arterial between I-15 SB and NB ramps, and as a 4-Lane Major Road between I-15 NB ramps and eastern city limits. It is currently built to its community plan classifications with a posted speed limit of 40 mph. On-street parking is generally permitted west of Bernardo Oaks Drive and bike lanes are provided east of Bernardo Oaks Drive. Bus stops are provided in both directions west of Pomerado road and in the westbound direction east of the Pomerado Road. Espola Road, east of Summerfield Lane, is located within the City of Poway’s jurisdiction and is classified as a 4-Lane Collector between Summerfield Lane and Titan Way and as a Specific Arterial between Titan Way and Poway Road on the City of Poway’s Transportation Master Element. It is currently built as a 4-lane roadway with a two-way left-turn lane (TWLTL) between Summerfield Lane and Martincoit Road, as a 3-lane roadway (with two westbound lanes and one eastbound lane) between Martincoit Road and Old Coach Road, as a 4-lane roadway with a TWLTL between Old Coach Road and Willow Ranch, and as a 2-lane roadway with a TWLTL between Willow Ranch Road and Ezra Road. The posted speed limit is 45 mph. Bike lanes are provided in both directions. Bus stops are provided in the eastbound and westbound directions. On-street parking is generally not permitted. Pomerado Road, north of Bernardo Heights Parkway is located within the City of San Diego jurisdiction and is classified as a 4-Lane Major Arterial on the Rancho Bernardo Community Plan. Between Pomerado Court and Avenida La Valencia, the roadway is constructed with four (4) lanes divided by a raised median. From Avenida La Valencia to Bernardo Heights Parkway, the 4-lane roadway is divided by a TWLTL. South of Bernardo Heights Parkway the roadway is within the City of Poway jurisdiction and is classified as a Major arterial between Pomerado Court and Ted Williams Parkway on the City of Poway’s Transportation Master Element. The roadway is 4-lanes and undivided between the sections of Bernardo Heights Parkway and Gateway Park Road, and then again between Monte Vista Road and Twin Peaks Road. From Gateway Park Road to Monte Vista Road and Twin Peaks Road to Ted Williams Parkway, the roadway is separated by a raised median. The speed limit is 35 mph from Pomerado Court to Rios Road, 45 mph from Rios Road to Twin Peaks Parkway, and 40 mph from Twin Peaks Road to Ted Williams Parkway. Class II Bike Lanes are provided along Pomerado Road between Twin Peaks Road and Rancho Bernardo Road. Class III Bike Lanes are provided between Rancho Bernardo Road and Pomerado Court. Transit Routes 945 and 945A have stops along this road. On-street parking is generally prohibited on this section of the Pomerado Road. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 19 Bernardo Center Drive between Bajada Road and Bernardo Plaza Court is located in the City of San Diego jurisdiction and is classified and currently built as a 4-Lane Major Arterial on the Rancho Bernardo Community Plan between Bajada Road and Bernardo Plaza Court. The posted speed limit is 40 mph north of Rancho Bernardo Road and 35mph South of Rancho Bernardo Road. Transit Route 945 have stops along this road north of Rancho Bernardo Road. Class II bike lanes are provided intermittently on both sides of the roadway between Bajada Road and Rancho Bernardo Road. A Class III bike route is provided along this roadway south of Rancho Bernardo Road. On-street parking is generally prohibited. Rios Road, between Pomerado Road and Summerfield Lane, is an unclassified roadway on the Rancho Bernardo Community Plan and the City of Poway’s Transportation Master Element. It is currently built as a 2-lane undivided road. The speed limit is 25 mph. The classification is assumed as 2-lane sub-collector (single-family) from City of San Diego Roadway Classification. On-street parking is allowed on both sides of the roadway. Summerfield Lane, between Rios Road and Espola Road, is an unclassified roadway on the City of Poway’s Transportation Master Element and is currently built as a 2-lane undivided road. The speed limit is 25 mph and the classification is assumed as Residential Collector from the City of Poway’s Circulation Element Roadway Classification. On-street parking is allowed on both sides of the roadway. Avenida La Valencia, between Pomerado Road and Avenida Florencia, is an unclassified roadway on the City of Poway’s Transportation Master Element. It is currently built as a 2-lane undivided road. The speed limit is 25 mph. The classification is assumed as Residential Collector from the City of Poway’s Circulation Element Roadway Classification. Avenida Florencia, between Avenida La Valencia and Espola, is an unclassified roadway on the City of Poway’s Transportation Master Element. It is currently built as a 2-lane undivided road. The speed limit is 25 mph. A Class III Bike Route is provided along this road. The classification is assumed as Residential Collector from the City of Poway’s Circulation Element Roadway Classification. Del Norte, between Stone Canyon Road and Avenida La Valencia, is an unclassified roadway on the City of Poway’s Transportation Master Element and is currently built as a 2-lane undivided Road. The speed limit is 25 mph. The classification is assumed as Residential Collector from the City of Poway’s Circulation Element Roadway Classification. Class III Bike Route is provided along this road. Stone Canyon Road, between Pomerado Road and Martincoit Road, is classified and currently built as a Local Collector on the City of Poway’s Transportation Master Element. The speed limit is ranges between 25 mph and 35 mph. A Class III Bike Route is provided between Pomerado Road and Del Norte. On-street parking is generally permitted. Martincoit Road, between Stone Canyon Road and Espola Road, is classified and currently built as a Local Collector on the City of Poway’s Transportation Master Element. The speed limit ranges LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 20 between 25 mph andis 35 mph. On-street parking is provided on both sides of the road for the most part north of Avenida La Valencia. Twin Peaks Road, is located in the City of Poway jurisdiction. Between World Trade Center and Pomerado Road, it is classified as a 6-Lane Prime Arterial on the City of Poway’s Transportation Master Element with a posted speed limit of 50 mph. Between Pomerado Road and Espola Road, it is classified as a 4-Lane Major Arterial on the City of Poway’s Transportation Master Element with a posted speed limit of 45 mph. Between Pomerado Road and Deerwood Drive, Twin Peak Road is separated by a raised median. From Tierra Bonita Road to Espola Road the roadway is divided by a striped median. On-street parking is prohibited on this section of the Twin Peaks Road. Class II bike lanes are provided along this roadway between World Trade Center and Espola Road. Valle Verde Road, is classified as Local Collector based on the City of Poway’s Transportation Master Element. Between Espola Road and St Andrewes Drive, it is currently built as a 2-lane undivided road with Two-Way Left-Turn Lane TWLTL. The speed limit is 35 mph. Class II Bike Lanes are provided on this section of the road. On-street parking is provided on both sides of the street. St. Andrews Drive, is not classified on the City of Poway’s Transportation Master Element. It is currently built as an undivided road with 25 mph posted speed limit. The classification is assumed as Residential Collector based on City of Poway’s Transportation Master Element. On-street parking is permitted on both sides of the street. Tam O Shanter Drive, is not classified on the City of Poway’s Transportation Master Element. It is currently built as an undivided road with 25 mph posted speed limit. The classification is assumed as Residential Collector based on City of Poway’s Transportation Master Element. On-street parking is permitted on both sides of the street. Cloudcroft Drive, is not classified on the City of Poway’s Transportation Master Element. It is currently built as an undivided road with 25 mph posted speed limit. The classification is assumed as Residential Collector based on City of Poway’s Transportation Master Element. On-street parking is permitted on both sides of the street. Bernardo Heights Parkway, west of Pomerado Road is located in the City of San Diego jurisdiction. It is currently built as a 4-lane divided roadway with a speed limit of 45 mph. The classification is assumed as Major Arterial from the City of San Diego’s roadway classification. Class II buffered bike lanes are provided along both sides of the roadway west of Pomerado Road. Lake Poway Road east of Espola Road is classified as a 2-Lane Local Collector on the City of Poway’s Transportation Master Element. It is currently built as an undivided roadway with a posted speed limit of 30 mph. Class II Bike Lanes are provided on both sides of the roadway. Titan Way west of Espola Road is classified as a 2-Lane Local Collector on the City of Poway’s Transportation Master Element. It is currently built as an undivided roadway with a posted speed limit of 25 mph. On-street parking is generally prohibited. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 21 4.2 Existing Traffic Volumes 4.2.1 Intersections & Street Segments Existing weekday daily traffic counts, AM peak hour (7:00-9:00 AM) and PM peak hour (and 4:00- 6:00 PM) peak hour traffic volume counts were collected at the study area intersections and street segments. The majority of the counts were conducted on December 4 and December 11, 2018 while schools were in session. In addition, mid-day school peak hour (1:45 PM–3:45PM) traffic volume counts were conducted at study area intersections located within the 1.0-mile school buffer zones. Section 15.0 of this report provides the school zone analysis including the traffic volume data. Figure 4–2 shows the existing daily and AM and PM peak hour commute volumes. Appendix C contains the manual count sheets. 4.2.2 Existing Freeway Volumes Existing Freeway traffic volumes were obtained from Caltrans 2017 Volumes on California State Highways, which is the latest publication available at the time of preparation of this report. In addition to obtaining traffic volumes, “K” and “D” factors were obtained from Caltrans 2017 Peak Hour Volume Data. K factor is the percentage of ADT during the peak hour for both directions of travel. D factor is the percentage of the peak hour travel in the peak direction. The truck factor is the percentage of average daily truck traffic. Truck factors were obtained from Caltrans 2016 Annual Average Daily Truck Traffic on the California State Highway System, which is the latest publication available at the time of preparation of this report. Appendix D contains the Caltrans freeway traffic volume data. 4.2.3 Existing Ramp Volumes Existing on-ramp volumes during the AM/PM peak hours were developed from the AM/PM intersection volumes. The peak volumes used in the analysis represent the peak of the intersection as a whole. 4.3 Existing Cut-Through Traffic A review of existing traffic volumes and travel patterns indicates that certain residential roadways function as “cut-through” routes between the Point A: Espola Road/Martincoit Road and Point B: Pomerado Road/Stone Canyon Road intersections. The roadways affected by cut-through traffic are Martincoit Road, Stone Canyon Road, Avenida Florencia and Avenida La Valencia, and Summerfield Lane and Rios Road. Four (4) routes exist within this area: Route 1 (Primary): Espola Road – Pomerado Road Route 2 (Cut-Through): Espola Road – Martincoit Road – Stone Canyon Road – Pomerado Road Route 3 (Cut-Through): Espola Road – Avenida Florencia – Avenida La Valencia – Pomerado Road LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 22 Route 4 (Cut-Through): Espola Road – Summerfield Lane – Rios Road – Pomerado Road Route 1 is the primary route between the Point A: Espola Road/Martincoit Road and Point B: Pomerado Road/Stone Canyon Road intersections and is approximately 2.5 miles and consists of five (5) traffic signals, excluding the Pomerado Road/Stone Canyon Road signal. Both roadways are major arterials designed to carry the majority of peak commute traffic. Green time is mostly allocated to the through traffic on Espola Road and Pomerado Road. The speeds on Espola Road and Pomerado Road range between 35-45 mph. During non-peak periods, this route takes approximately four (4) minutes. During morning and evening peak commute periods, travel times can increase. Route 2 is a potential cut-through route that is approximately 2.3 miles and consists of three (3) stop- controlled intersections. Two (2) are all-way stop controlled intersections which stop the flow of through traffic along this route. One is a minor-street stop-sign that stops the eastbound to northbound trips from Stone Canyon Road to Martincoit Road. The speeds on Martincoit Road and Stone Canyon Road are range between 25 mph and 35 mph. The roadways are narrow, and windy, with stop signs along the way. Painted Rock Elementary is located along this route, which during peak school periods enforces slower speeds through school-implemented traffic control measures (student flaggers, supervising staff). During non-peak periods, this route takes approximately six (6) minutes. During morning and evening peak commute periods, travel times can increase. Route 3 is a potential cut-through route that is approximately 2.1 miles and consists of one (1) traffic signal and four (4) all-way stop-controlled intersections. The speeds on Avenida Florencia and Avenida La Valencia are 25 mph. The roadways are narrow, and windy, with stop signs along the way that have likely been installed as a traffic calming measure for the neighborhood. A traffic signal exists at the Avenida La Valencia/ Pomerado Road intersection. During non-peak periods, this route takes approximately six (6) minutes. During morning and evening peak commute periods, travel times can increase Route 4 is a potential cut-through route that is approximately 2.4 miles and consists of four (4) traffic signals and one (1) all-way stop-controlled intersection. The speeds on Summerfield Lane and Rios Road are 25 mph. Speed humps have been installed along this route as a traffic calming measure. During non-peak periods, this route takes approximately six (6) minutes. During morning and evening peak commute periods, travel times can increase. Cut-through travel patterns were estimated using data science analytics. This data source was StreetLight Data. StreetLight Data uses data obtained from GPS devices such as cell phones and connected vehicles to help predict travel patterns and behaviors. An origin-destination analysis of a proxy site north of Espola Road (representing the project) was also completed using the travel behavior of existing trips starting from the proxy site (at Point A: Espola Road/Martincoit Road intersection destined) to Point B: Pomerado Road/Stone Canyon Road intersection. The data analytics yielded the percentage of traffic originating from the origination to the intersection. The data used was collected for one year on weekdays over a 24-hour period, Tuesdays through Thursdays. Traffic patterns of background traffic were not reviewed since they are captured in the traffic counts. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 23 Based on the origin-destination study, it was concluded that a portion of existing residential traffic (approximately 8%) north of Point A: Espola Road/ Martincoit Road intersection destined to Point B: Pomerado Road/ Stone Canyon Road intersection are likely to “cut-through” the residential communities noted as Routes 2, 3 and 4. Based on the vehicular volumes from StreetLight Data, percentages of the existing residential traffic volumes between these destination intersections were identified as follows: Route Number Route Traffic Percentage (Primary Route) Traffic Percentage (Cut-Through) Route 1 (Primary) Espola Road – Pomerado Road 92% N/A Route 2 (Cut-Through) Espola Road – Martincoit Road – Stone Canyon Road – Pomerado Road –– 3% Route 3 (Cut-Through) Espola Road – Avenida Florencia – Avenida La Valencia – Pomerado Road –– 4% Route 4 (Cut-Through) Espola Road – Summerfield Lane – Rios Road – Pomerado Road –– 1% Total Trips from Point A to Point B 92% 8% Source: StreetLight Data Data Period: September 1, 2018 – August 31, 2018 Average Weekday: Tuesday – Thursday Approximate Device Count: 1,000 Approximate Trip Count: 6,000 As a result of this exercise, it was concluded that Project traffic would utilize these alternative routes between the origin and destination intersections. Further details on these distribution patterns is provided in Section 7.2 of this report. 4.4 Existing Pedestrian & Bicycle Activity Existing AM peak hour (7:00-9:00 AM) and PM peak hour (and 4:00-6:00 PM) pedestrian crossing and bicycle volumes were conducted at the same time the vehicular peak hour traffic counts were conducted when schools were in session. Pedestrian crossing volumes were collected for each leg of each intersection where a crosswalk is provided. In addition, mid-day (1:45 PM–3:45 PM) pedestrian crossing and bicycle volumes were conducted at the intersections located within the 1.0-mile school buffer zones. Section 16.0 later on in this report provides the school zone analysis. 4.5 Existing Transit Conditions Transit conditions for the public transit types within the Project study area, including the MTS Bus Services were documented. In addition to obtaining transit service information, transit center amenities in the Project area were also documented. Section 14.0 provides detailed information on the Transit Mobility in the area. §¨15 1 2 3 4 765 9 10 11 12 13 14 15 16 18 19 17 23 24 OldCoachRdSummerfieldGateway ParkRd AvenidaLaValencia Bajada Rd ValleVerdeRdDelPonienteRd SoleraWy WillowRanchRd TierraBonitaRdMonteVista R d RiosRd LaderaPiedraWayDelPasoDrRangePar k Rd EdinaWay PomeradoCt EzraLnOldWineryRdDeerwoodStSummerSageRdTamOShanterBernardoPlazaCt TitanWy Cloudcroft DrStAndrewsDr WorldTradeDr DuendaRd BernardoHeightsPky PaseoDelVeranoDel Diablo Way MidlandRdP o bla d o R d AvenidaFlorenciaM a tin a lR d Bernardo OaksDr PenasquitosDrGreensEastRd MartincoitRdMadrigalSt D el Nort eAndorraWayBernardoCenterDrStoneCanyonRdBernardoOak s Dr RanchoCarmelDrW e stB ernardo D rLomicaDr C aminoSanBernardoTwin PeaksRdPaseoLucidoLakePow ayRdSinto nt eDrCarmelValleyRdCarmelMountainRdHighland R a nc h Rd Espol aRdPomeradoRdPomeradoRdRanchoBernardoRd EspolaRd CaminoDelNorte TedWilliamsPkyTwinPeaksRd CaminoDelNorte P O W A YPOWAY S A N D I E G OSAN D I E G O S .D . C O U N T YS.D . C O U N T Y 35 mph 35 mph 4 5 m ph40mph35mph25mph 25mph35mph 45mph 40mph 25 mph45mph 40mph50mph 25 mph25mph25mph25mph 45mph35mph4D 2U 2U*2U*4U*4U*3U* 6D 4D4D4U*4U*6D 2U2U 2U 4D 4U* 4D 2U2U4D4D 4D 4U*4U*2U4 D 4D2U 6D 4D 2U 4D 3U*4U*2U 2U 2U4D 2U4U*2U*2U 4U*4U*2 U 2U5M+2HOV5M+2HOV5M+2HOV5M+2HOV8 22 21 20 25 Time: 11:41 AMDate: 10/25/2019N:\3015\Figures Existing Conditions DiagramFigure 4-1 [ The Farm in Poway (Page 1 of 2) Direct Access Ramps(DAR) Study Intersection Classified Study Segments Unclassified Study Segment Project Site Number of Travel Lanes Divided/Undivided Roadway Two-Way Left-Turn Median Posted Speed Limit Jurisdiction Boundary # * 2/4/6 U / D 35mph ??????!"$!"$!"$!"$!"$ÊeeÊeeÊeeÊe e Êeee Êeee Êeee Êeee Êeee Êeee Êeee ÊeeeÊeee Êeee ÊeeeÊeeeÊeee Êeee !"$ÊeeeÊeee !"$ Avenida La Valencia St Andrews Dr Avenida FlorenciaAvenida La ValenciaPomerado RdPomerado RdPomerado RdTwin Peaks RdEden GroveLake Poway Rd Valle Verde RdEspola Rd Avenida FlorenciaSummerfield LnEspola Rd Valle Verde RdPomerado RdRancho Bernardo Rd Bernardo Center DrI-15 NB RampsI-15 SB on-rampMartincoit RdMartincoit RdDrwyDel NortePomerado RdPomerado RdPomerado RdDel NorteDrwy Espola RdEspola RdEspola RdPomerado RdPomerado RdPomerado RdPomerado RdEspola RdEspola RdBridewood RdMartincoit RdEspola Rd Espola RdCloudcroft DrOld Coach RdEspola RdRancho Bernardo Rd Rancho Bernardo RdRancho Bernardo Rd Espola Rd Rancho Bernardo Rd Bernardo Heights PkwyStone Canyon Rd Rancho Bernardo RdRancho Bernardo Rd Stone Canyon RdStone Canyon Rd Stone Canyon RdTwin Peaks Rd Avenida La Valencia Rios Rd Rios RdTitan Way Twin Peaks Rd Higa PlEspola Rd Lake Poway RdEspola Rd Valle Verde RdSt Andrews DrEspola Rd Espola RdValle Verde RdEspola RdEspola RdRancho Bernardo RdPomerado RdBernardo Center DrI-15 NB on-rampI-15 SB RampsStone Canyon Rd Espola Rd Twin Peaks RdDD LMJJJLJJJLJJJLDD LMJJ JLDDJKDDJKDD JKLDDJJMDJKDDJKDJJLDDJK DJLHDJJ DJN FNFNDJKJKDJND N JJLGDJJ DJKDDJLDJKD L D NDJKDJJLFNDKFLDKDJLDJKDJK DJDKDDJK DDJLD KDKDJKJKD KFN DJLDJKDKDJJDJKDGLGDJKFLDD JJKDDJKDJKDJKDJKLF LGDDJJMGDJJLGDJKJKGGG GF HK1 2 3 4 8765 9 10 11 12 16151413 17 18 19 20 21 22IJIJIJJIJ Time: 11:38 AMDate: 10/25/2019N:\3015\Figures The Farm in Poway Existing Conditions Diagram Figure 4-1 (Page 2 of 2) Traffic Signal Ramp Meter Stop Sign Turning Movements HOV Lane Sneaker Lane Right-Turn Overlap DJL STOP I N M §¨15 1 2 3 4 765 9 10 11 12 13 14 15 16 18 19 17 23 24 OldCoachRdSummerfieldGateway ParkRd BajadaRd ValleVerdeRdDelPonienteRd SoleraWy WillowRanchRd TierraBonitaRdMonteVistaRd RiosRd LaderaPiedraWayDelPasoDrRangePark Rd EdinaWay PomeradoCt EzraLnOldWineryRdDeerwoodStSummerSageRdTamOShanterBernardoPlazaCtCloudcroftDr TitanWyStAndrewsDrAvenidaLaValencia WorldTradeDr DuendaRd BernardoHeightsPky PaseoDelVeranoDel Diablo Way MidlandRdP o bla do R d AvenidaFlorenciaM a tin alR d W estB e rnardoD rBernardoOaksDr BernardoCenterDrPenasquitosDrGreensEastRd MartincoitRdMadrigalSt D el No rt e AndorraWayStoneCanyonRdBernardoOak s Dr RanchoCarmelDrLomicaDr C aminoSanBernardoTwin PeaksRdPaseoLucido Lake PowayRd Sinto n t eDrCarmelValleyRdCarme lM o u ntainRdEspolaRd Rancho BernardoRd EspolaRdPomeradoRdPomeradoRdHighland R an ch Rd CaminoDelNorte TedWilliamsPkyTwinPeaksRd CaminoDelNorte P O W A YPOWAYSAN D I E G OSAN D I E G O S .D . C O U N T YS.D . C O U N T Y 49,856 4,549 6,300 16,82027,58521,010 14,507 36,202 20,32121,89022,64816,15641,565 2,861 4,549 2,21320,059 18,159 5,869 27,734 1,36328,92327,58529,349 15,93020,627 16,156 20,059 22,5922,213 35,358 20,490 408 10,46814,464 22,6489251,53144127,734 66611,9191 6, 1 562,62927,58512,2523,01 1 1,531212,000216,0009,202/8,0136,614/8,29010,132/7,2245,594/8,5668 22 21 20 25 Time: 11:40 AMDate: 10/25/2019N:\3015\Figures Existing Volumes (Segments) Figure 4-2 [ The Farm in Poway (Page 1 of 2) Study Intersection Project Site Jurisdiction Boundary Segment ADT Freeway AM/PM Peak Hour Volume LOS LOS A,B LOS C LOS D LOS E,F # x,xxx x / x ??????LLDLJJJLLDJ L LJDLJDLJDD LJLJDDLJDLJD LJJDLD LJJDLD LJLJDLJDLJD LJDLJDLJDLJD LJDJDLD LJLDLJJDLJDLJLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDJ LL LJJDD LDDJLJDLJDLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDJ JLDLJDD JLDD JL JJ JJ¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤ ¤¤¤¤¤¤¤¤ ¤¤¤¤¤¤Stone Canyon RdAvenida FlorenciaAvenida La ValenciaPomerado RdPomerado RdPomerado RdTwin Peaks RdLake Poway Rd Rancho Bernardo Rd Martincoit RdDel NorteEspola RdPomerado RdPomerado RdEspola RdEspola RdEspola RdCloudcroft DrOld Coach RdRancho Bernardo Rd Espola Rd Stone Canyon Rd Espola Rd Rancho Bernardo Rd Rancho Bernardo Rd Martincoit RdStone Canyon Rd DrwyStone Canyon Rd Pomerado RdPomerado RdPomerado RdTwin Peaks Rd Del NorteAvenida La ValenciaDrwyBernardo Heights Pkwy Rios Rd Espola RdEspola RdPomerado RdEden Grove Pomerado RdAvenida La ValenciaRios RdTitan Way Higa PlEspola Rd Bridewood RdMartincoit RdLake Poway RdEspola Rd Espola RdSt Andrews DrValle Verde RdSt Andrews DrEspola Rd Espola Rd Valle Verde RdValle Verde RdAvenida FlorenciaEspola RdEspola Rd Summerfield LnEspola Rd Valle Verde RdPomerado RdPomerado RdRancho Bernardo RdRancho Bernardo Rd Bernardo Center DrBernardo Center DrRancho Bernardo RdI-15 NB on-rampI-15 NB RampsRancho Bernardo Rd I-15 SB on-rampI-15 SB RampsEspola Rd Stone Canyon Rd Twin Peaks Rd Twin Peaks Rd Espola Rd 1 2 3 4 8765 9 10 11 12 16151413 17 18 19 20 21 22 627 / 824 1,193 / 505476 / 304562 / 4991,287 / 1,024 804 / 1,601 1,088 / 952231 / 484 367 / 808 761 / 571913 / 1,097 465 / 496205 / 265391 / 252170 / 177118 / 138829 / 650146 / 124 98 / 232221 / 437240 / 488280 / 304 350 / 383690 / 876 206 / 189594 / 302279 / 229147 / 275 272 / 300711 / 443187 / 140 110 / 102314 / 809135 / 262194 / 178451 / 636 1,129 / 85818 / 15 40 / 1125 / 189 / 22862 / 1,026 1,108 / 83438 / 30 39 / 3516 / 1813 / 24848 / 965 376 / 2462 / 783 / 5376 / 68746 / 59613 / 16 19 / 912 / 1215 / 1615 / 19534 / 688332 / 286 6 / 6356 / 2302 / 15 / 22 / 394 / 56 30 / 84363 / 25724 / 2326 / 281 / 22 / 2 645 / 60888 / 20 70 / 36187 / 69170 / 46462 / 702 50 / 2729 / 1318 / 18637 / 589 680 / 69418 / 44 74 / 740 / 133 / 1617 / 15559 / 544 3 / 01 / 032 / 1410 / 30677 / 63951 / 61 96 / 28610 / 57614 / 66 / 421 / 512 / 54 19 / 13469 / 47119 / 1920 / 114 / 275 / 35 175 / 69421 / 63913 / 97 / 50 / 321 / 9 11 / 11439 / 511379 / 108257 / 910 / 150 / 36 348 / 3339 / 12449 / 378163 / 543 285 / 40029 / 47 639 / 2877 / 1537 / 7 266 / 395 11 / 1056 / 30 12 / 32920 / 5628 / 2423 / 1420 / 13115 / 40 45 / 79561 / 1,19315 / 2638 / 133 / 1411 / 11 7 / 71,038 / 56120 / 3743 / 275 / 878 / 46 45 / 96565 / 1,32514 / 127 / 83 / 88 / 11 32 / 291,117 / 63821 / 2228 / 265 / 2200 / 107 175 / 181568 / 1,42713 / 1916 / 148 / 2434 / 71 417 / 203967 / 5798 / 76 / 140 / 10 / 3 10 / 0567 / 1,230200 / 219273 / 1535 / 0271 / 430 294 / 318614 / 643327 / 339360 / 3951,068 / 88513 / 16 8 / 18585 / 813384 / 417318 / 397884 / 1,177223 / 249 27 / 2321 / 41 / 45 / 483 / 303 / 2 2 / 312 / 1112 / 66 / 1029 / 10114 / 24 1 / 0176 / 189 17 / 204 / 41 / 3189 / 115 16 / 24 1 / 029 / 3720 / 44 49 / 39154 / 90 39 / 25117 / 53D C C C A C C D A BBC C ABC F ACD B A C C C D A C B C A BAB B BBC E ADC B A Time: 4:50 PM Date: 1/15/2020 N:\3015\Figures The Farms in Poway Existing Traffic Volumes Figure 4-2 (Page 2 of 2) Study Intersections Intersection AM / PM Peak Hour Volumes LOS AM LOS PM LOS LOS A,B LOS C LOS D LOS E,F DJL # LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 26 5.0 SIGNIFICANCE CRITERIA The following criteria was used to evaluate potential significant impacts based on either the City of Poway’s significance criteria (SANTEC/ITE) or the City of San Diego’s significance criteria, depending on where the facility is located. 5.1 City of Poway A project is considered to have a significant impact if the new project traffic has decreased the operations of surrounding roadways by a defined threshold. The defined thresholds shown in Table 5–1 below for freeway segments, roadway segments, intersections, and ramp meters are based on published SANTEC/ITE guidelines. If the project exceeds the thresholds in Table 5–1, then the project may be considered to have a significant project impact. A feasible mitigation measure will need to be identified to return the impact within the thresholds (pre-project + allowable increase) or the impact will be considered significant and unmitigated. If project traffic causes the location to degrade from an acceptable LOS D or better to LOS E or LOS F, or exceeds the allowable thresholds as shown in Table 5–1 below for currently LOS E or F operating locations, a significant impact occurs. Under Existing and Near-Term conditions, impacts are considered to be direct. Impacts in the Horizon Year 2035 condition are considered to be cumulative, since the impacts would occur with a reduction in reserve capacity due to traffic generated by future growth in the City with the buildout of General Plan land uses. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 27 TABLE 5–1 CITY OF POWAY (SANTEC/ITE) TRAFFIC IMPACT SIGNIFICANCE THRESHOLDS Level of Service with Project a Allowable Increase Due to Project Impacts b Roadway Segments Intersections V/C c Delay (sec.) E & F 0.02 2.0 Source: SANTEC/ITE Footnotes: a. All level of service measurements are based upon HCM procedures for peak-hour conditions. However, V/C ratios for Roadway Segments may be estimated on an ADT/24-hour traffic volume basis (using the City’s roadway capacity table or a similar LOS chart for each jurisdiction). The acceptable LOS roadways and intersections is generally “D”. b. If a proposed project’s traffic causes the values shown in the table to be exceeded, the impacts are deemed to be significant. These impact changes may be measured from appropriate computer programs or expanded manual spreadsheets. The project applicant shall then identify feasible mitigations (within the Traffic Impact Study [TIS] report) that will maintain the traffic facility at an acceptable LOS. If the LOS with the proposed project becomes unacceptable (see note a above) the project applicant shall be responsible for mitigating significant impact changes. General Notes: 1. V/C = Volume to Capacity Ratio 2. Delay = Average stopped delay per vehicle measured in seconds for intersections. 5.2 City of San Diego According to the City of San Diego’s Significance Determination Thresholds dated January 2011, a project is considered to have a significant impact if project traffic would decrease the operations of surrounding roadways by a defined threshold. For projects deemed complete on or after January 1, 2007, the City defined thresholds are shown in Table 5–2. The impact is designated either a “direct” or “cumulative” impact. According to the City’s Significance Determination Thresholds, “Direct traffic impacts are those projected to occur at the time a proposed development becomes operational, including other developments not presently operational but which are anticipated to be operational at that time (opening day).” “Cumulative traffic impacts are those projected to occur at some point after a proposed development becomes operational, such as during subsequent phases of a project and when additional proposed developments in the area become operational (short-term cumulative) or when affected community plan area reaches full planned buildout (long-term cumulative).” It is possible that a project’s opening day (direct) impacts may be reduced in the long term, as future projects develop and provide additional roadway improvements (for instance, through LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 28 implementation of traffic phasing plans). In such a case, the project may have direct impacts but not contribute considerably to a cumulative impact.” For intersections and roadway segments affected by a project, level of service (LOS) D or better is considered acceptable under both direct and cumulative conditions.” If the project exceeds the thresholds in Table 5–2, then the project is considered to have a significant “direct” or “cumulative” project impact. A significant impact can also occur if a project causes the Level of Service to degrade from D to E, even if the allowable increases in Table 5–2 are not exceeded. A feasible mitigation measure will need to be identified to return the impact within the City thresholds, or the impact will be considered significant and unmitigated. TABLE 5–2 CITY OF SAN DIEGO TRAFFIC IMPACT SIGNIFICANT THRESHOLDS Level of Service with Project b Allowable Increase Due to Project Impacts a Freeways Roadway Segments Intersections Ramp Metering c V/C V/C Delay (sec.) Delay (min.) E 0.010 0.02 2.0 2.0 F 0.005 0.01 1.0 1.0 Footnotes: a. If a proposed project’s traffic causes the values shown in the table to be exceeded, the impacts are determined to be significant. The project applicant shall then identify feasible improvements (within the Traffic Impact Study) that will restore/and maintain the traffic facility at an acceptable LOS. b. All LOS measurements are based upon Highway Capacity Manual procedures for peak-hour conditions. However, V/C ratios for roadway segments are estimated on an ADT/24-hour traffic volume basis (using Table 2 of the City’s Traffic Impact Study Manual). The acceptable LOS for freeways, roadways, and intersections is generally “D” (“C” for undeveloped locations). For metered freeway ramps, LOS does not apply. However, ramp meter delays above 15 minutes are considered excessive. c. The allowable increase in delay at a ramp meter with more than 15 minutes delay and freeway LOS E is 2 minutes. The allowable increase in delay at a ramp meter with more than 15 minutes delay and freeway LOS F is 1 minute. General Notes: 1. Delay = Average control delay per vehicle measured in seconds for intersections or minutes for ramp meters 2. LOS = Level of Service 3. V/C = Volume to Capacity ratio LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 29 6.0 EXISTING AUTO ANALYSIS The analysis of existing conditions includes the assessment of the study area intersections, street segments, freeway mainline segments, and freeway on-ramps. A separate analysis of the school zone mid-day PM peak period is provided later on in Section 16.0 of this report. 6.1 Peak Hour Intersection Operations Intersection capacity analyses were conducted for the study intersections under Existing conditions. Table 6–1 reports the intersection operations during the peak hour conditions. The study area intersections are calculated to currently operate at LOS D or better, except for: Intersection #17. Pomerado Road/ Stone Canyon Road – LOS F/E during the AM/PM peak hours (City of San Diego) Appendix E contains the intersection analysis worksheets for the Existing scenario. 6.2 Daily Street Segment Operations Existing street segment analyses were conducted for the study roadways. Table 6–2 reports the Existing daily street segment operations. The study area street segments are calculated to currently operate at LOS D or better with the exception of: Segment #1. Rancho Bernardo Road: W. Bernardo Drive to I-15 – LOS F (City of San Diego) 6.3 Peak Hour Ramp Meter Operations Table 6–3 summarizes the Existing ramp meter operations at the Rancho Bernardo Road / I-15 northbound and southbound ramps. It should be noted that the westbound to northbound ramp meter only operates during the PM peak hour and the westbound to southbound ramp meter only operates during the AM peak hour. As seen in Table 6–3, there is 1.7 minutes of existing delay calculated for the I-15 southbound ramp during the AM peak hour. There is no delay calculated at the I-15 northbound ramp as the peak demand is less than the most restrictive meter rate. 6.4 Peak Hour Freeway Mainline Operations Table 6–4 summarizes the Existing freeway mainline segment operations. As seen in Table 6–4, the study area freeway mainline segments of I-15 are calculated to currently operate at LOS D or better under Existing conditions except for the following: Mainline #1. I-15 north of Rancho Bernardo Road o Northbound – LOS E (PM peak hour) o Southbound – LOS F (AM peak hour) Mainline #2. I-15 south of Rancho Bernardo Road o Southbound – LOS E (AM peak hour) LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 30 TABLE 6–1 EXISTING INTERSECTION OPERATIONS Intersection Jur. Control Type Peak Hour Existing Delaya LOSb 1. I-15 SB Ramps/ Rancho Bernardo Rd Caltrans/ San Diego Signal AM 39.8 D PM 27.8 C 2. I-15 NB Ramps/ Rancho Bernardo Rd Caltrans/ San Diego Signal AM 29.7 C PM 33.5 C 3. Bernardo Center Dr/ Rancho Bernardo Rd San Diego Signal AM 25.4 C PM 33.4 C 4. Pomerado Rd/ Rancho Bernardo Rd San Diego Signal AM 33.3 C PM 42.8 D 5. Summerfield Ln/ Espola Rd/ Rancho Bernardo Rd Poway Signal AM 5.2 A PM 4.6 A 6. Avenida Florencia/ Espola Rd Poway MSSC c AM 17.3 C PM 17.2 C 7. Valle Verde Rd/ Espola Rd Poway Signal AM 34.4 C PM 18.4 B 8. Valle Verde Rd/ St Andrews Dr Poway TWSC AM 26.9 D PM 16.0 C 9. Martincoit Rd/ Espola Rd Poway Signal AM 10.2 B PM 7.1 A 10. Cloudcroft Dr/ Espola Rd Poway MSSC AM 18.5 C PM 14.3 B 11. Old Coach Rd/ Espola Rd Poway Signal AM 9.7 A PM 8.7 A 12. Espola Rd/ Lake Poway Rd Poway Signal AM 15.6 B PM 14.7 B 13. Espola Rd/ Eden Grove/ Titan Way Poway Signal AM 31.0 C PM 12.0 B 14. Espola Rd/ Twin Peaks Rd Poway Signal AM 32.6 C PM 29.0 C 15. Pomerado Rd/ Rios Rd San Diego Signal AM 10.9 B PM 10.7 B 16. Pomerado Rd/ Avenida La Valencia San Diego Signal AM 9.3 A PM 10.0 B Continued on Next Page LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 31 TABLE 6–1 EXISTING INTERSECTION OPERATIONS Intersection Jur. Control Type Peak Hour Existing Delaya LOSb Continued from Previous Page 17. Pomerado Rd/ Stone Canyon Rd San Diego Signal AM 93.8 F PM 79.3 E 18. Pomerado Rd/ Bernardo Heights Pkwy San Diego Signal AM 36.1 D PM 23.1 C 19. Pomerado Rd/ Twin Peaks Rd Poway Signal AM 32.3 C PM 36.5 D 20. Avenida Florencia/ Avenida La Valencia Poway AWSC d AM 7.5 A PM 7.6 A 21. Del Norte/ Stone Canyon Rd Poway AWSC AM 9.1 A PM 8.4 A 22. Martincoit Rd/ Stone Canyon Rd Poway MSSC AM 9.5 A PM 7.8 A Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service c. Minor Street Stop Controlled intersection. Minor street left-turn delay reported. d. All-Way Stop Controlled intersection. Average intersection delay reported. General Notes: 1. Jur = Jurisdiction 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. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 32 TABLE 6–2 EXISTING STREET SEGMENT OPERATIONS Street Segment Jur. Functional Classification Capacity (LOS E) a ADT b LOS c V/C d Rancho Bernardo Rd 1. W. Bernardo Dr to I-15 SB Ramps Caltrans/ San Diego 4-Lane Major Arterial 40,000 49,856 F 1.247 2. I-15 SB Ramps to I-15 NB Ramp Caltrans/ San Diego 6-Lane Major Arterial 50,000 41,565 D 0.832 3. I-15 NB Ramps to Bernardo Center Dr Caltrans/ San Diego 6-Lane Major Arterial 50,000 36,202 C 0.725 4. Bernardo Center Dr to Pomerado Rd San Diego 4-Lane Major Arterial 40,000 27,734 C 0.694 5. Pomerado Rd to Summerfield Ln San Diego 4-Lane Major Arterial 40,000 20,490 B 0.513 Espola Rd 6. Summerfield Ln to Avenida Florencia Poway 4-Lane Collector w/ TWLTL 41,000 20,627 C 0.504 7. Avenida Florencia to Valle Verde Rd Poway 4-Lane Collector w/ TWLTL 41,000 21,010 C 0.513 8. Valle Verde Rd to Martincoit Rd Poway 4-Lane Collector w/ TWLTL 41,000 15,930 B 0.389 9. Martincoit Rd to Cloudcroft Dr Poway 3-Lane Collector w/ TWLTL 31,000 14,507 C 0.468 10. Cloudcroft Dr to Old Coach Rd Poway 3-Lane Collector w/ TWLTL 31,000 14,464 C 0.467 11. Old Coach Rd to Lake Poway Rd Poway 3-Lane Collector w/ TWLTL 31,000 12,252 B 0.396 12. Lake Poway Rd to Titan Wy Poway 4-Lane Collector w/ TWLTL 41,000 11,919 A 0.291 13. Titan Wy to Willow Ranch Rd Poway 4-Lane Collector w/ TWLTL 41,000 16,156 B 0.395 14. Willow Ranch Rd to Del Poniente Rd Poway Specific Arterial 29,000 16,156 C 0.558 15. Del Poniente Rd to Twin Peaks Rd Poway Specific Arterial 29,000 16,156 C 0.558 16. Twin Peaks Rd to Ezra Ln Poway Specific Arterial 29,000 16,820 C 0.580 Pomerado Rd 17. Pomerado Ct to Rancho Bernardo Rd San Diego 4-Lane Major Arterial 40,000 28,923 C 0.724 18. Rancho Bernardo Rd to Rios Rd San Diego 4-Lane Major Arterial 40,000 20,059 B 0.502 19. Rios Rd to Avenida La Valencia San Diego 4-Lane Major Arterial 40,000 20,059 B 0.502 20. Avenida La Valencia to Stone Canyon Rd San Diego 4-Lane Major Arterial 40,000 22,648 C 0.567 21. Stone Canyon Rd to Bernardo Heights Pkwy San Diego 4-Lane Major Arterial 40,000 22,648 C 0.567 22. Bernardo Heights Pkwy to Pomerado Hospital Poway Major Arterial 50,000 27,585 C 0.552 Continued on Next Page LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 33 TABLE 6–2 EXISTING STREET SEGMENT OPERATIONS Street Segment Jur. Functional Classification Capacity (LOS E) a ADT b LOS c V/C d Continued from Previous Page 23. Pomerado Hospital to Monte Vista Rd Poway Major Arterial 50,000 27,585 C 0.552 24. Monte Vista Rd to Twin Peaks Rd Poway Major Arterial 50,000 27,585 C 0.552 25. Twin Peaks Rd to Ted Williams Pkwy Poway Major Arterial 50,000 22,592 B 0.452 Bernardo Center Dr 26. Bajada Rd to Rancho Bernardo Rd San Diego 4-Lane Major Arterial 40,000 20,321 B 0.509 27. Rancho Bernardo Rd to Bernardo Plaza Ct San Diego 4-Lane Major Arterial 40,000 21,890 C 0.548 Rios Rd 28. Pomerado Rd to Summerfield Ln San Diego Sub-Collector (single-family) 3,500 2,213 D 0.633 Summerfield Ln 29. Rios Rd to Rancho Bernardo Rd Poway 2-Lane Residential Collector 3,800 2,213 C 0.583 Avenida La Valencia 30. Pomerado Rd to Avenida Florencia Poway 2-Lane Residential Collector 3,800 2,861 D 0.753 Avenida Florencia 31. Rancho Bernardo Rd and Avenida La Valencia Poway 2-Lane Residential Collector 3,800 666 A 0.176 Del Norte 32. Avenida La Valencia to Stone Canyon Rd Poway 2-Lane Residential Collector 3,800 408 A 0.108 Stone Canyon Rd 33. Pomerado Rd to Avenida Florencia Poway 2-Lane Local Collector 14,000 4,549 A 0.325 34. Avenida Florencia to Martincoit Rd Poway 2-Lane Local Collector 14,000 3,011 A 0.216 Martincoit Rd 35. Rancho Bernardo Rd to Stone Canyon Rd Poway 2-Lane Collector w/o TWLTL 14,000 2,629 A 0.188 Twin Peaks Rd 36. World Trade Center to Pomerado Rd Poway 6-Lane Prime Arterial 63,000 35,358 B 0.562 37. Pomerado Rd to Deerwood Dr Poway 4-Lane Major Arterial 50,000 29,349 C 0.587 38. Tierra Bonita Rd to Espola Rd Poway 4-Lane Major Arterial 50,000 18,159 A 0.364 Continued on Next Page LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 34 TABLE 6–2 EXISTING STREET SEGMENT OPERATIONS Street Segment Jur. Functional Classification Capacity (LOS E) a ADT b LOS c V/C d Continued from Previous Page Valle Verde Rd 39. Espola Rd to St Andrews Dr Poway 2-Lane Local Collector 14,000 6,300 B 0.450 St. Andrews Dr 40. Valle Verde Rd to Tam O Shanter Dr Poway 2-Lane Residential Collector 3,800 1,531 B 0.403 Tam O’Shanter Dr 41. St Andrews Dr to Entrance 'A' Poway 2-Lane Residential Collector 3,800 1,531 B 0.403 42. Entrance 'B' to Cloudcroft Dr Poway 2-Lane Residential Collector 3,800 441 A 0.117 Cloudcroft Dr 43. Tam O Shanter Dr to Espola Rd Poway 2-Lane Residential Collector 3,800 1,363 B 0.359 Bernardo Heights Pkwy 44. Paseo Lucido to Pomerado Rd San Diego 4-Lane Major Arterial 40,000 10,468 A 0.262 Lake Poway Rd 45. East of Espola Rd Poway 2-Lane Local Collector 14,000 925 A 0.067 Titan Way 46. West of Espola Rd Poway 2-Lane Collector w/o TWLTL 14,000 5,869 B 0.420 Footnotes: a. Capacities based on City of Poway and City of San Diego Roadway Classification & LOS table (See Appendix B). b. Average Daily Traffic Volumes c. Level of Service d. Volume to Capacity ratio LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 35 TABLE 6–3 EXISTING CALTRANS RAMP METER ANALYSIS – FIXED RATE Location Peak Hour a Existing Volume Peak Hour Demand (D) b Meter Rate (R) c Excess Demand (E) (veh) Delay (min) Queue (ft )d SOV HOV WB Rancho Bernardo Rd to I-15 SB (1 SOV+ 1 HOV) AM 506 56 506 492 14 1.7 350 WB Rancho Bernardo Rd to I-15 NB (1 SOV+ 1 HOV) PM 447 37 447 475 0 0 0 Footnotes: a. Selected peak hour based on period when ramp meter is operating. b. Peak hour demand in vehicles/hour/lane for SOV and HOV lanes. c. Meter rate “R” is the most restrictive rate at which the ramp meter (signal) discharges traffic onto the freeway (obtained from Caltrans). The discharge rate varies depending on the mainline volumes. d. Queue calculated assuming vehicle length of 25 feet. General Notes: 1. SOV = Single Occupancy Vehicle, HOV = High Occupancy Vehicle 2. Lane utilization factor accounted for in peak hour demand calculation. (HOV % based on observed PeMS data). LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 36 TABLE 6–4 EXISTING FREEWAY MAINLINE OPERATIONS Freeway Segment Dir # of Lanes a Volume b %K c %D c Truck Factor Peak Hour Volume c V/C d Density e LOS f AM PM AM PM AM PM AM PM AM PM AM PM Interstate 15 1. North of Rancho Bernardo Rd NB 5M 216,000 7.28% 7.31% 35.57% 54.25% 7.1% 5,594 8,566 0.590 0.903 20.0 36.3 C E SB 5M 7.28% 7.31% 64.43% 45.75% 7.1% 10,132 7,224 1.067 0.761 > 45.0 27.5 F D 2. South of Rancho Bernardo Rd NB 5M 212,000 7.46% 7.69% 41.82% 50.85% 7.1% 6,614 8,290 0.697 0.873 24.4 34.1 C D SB 5M 7.46% 7.69% 58.18% 49.15% 7.1% 9,202 8,013 0.969 0.844 41.9 32.2 E D Footnotes: a. Lane geometry taken from PeMS lane configurations at corresponding postmile. b. Existing ADT volumes from most recent Caltrans Traffic Census Program (2017). c. Peak hour volumes calculated from K and D factors provided in most recent Caltrans Traffic Census Program Peak Hour Volume Data (2017). d. V/C = (Peak Hour Volume/Hourly Capacity) e. Density measures passenger cars per mile per lane. Density = Flow Rate (passenger-cars/hour/lane) ÷ Speed (average passenger-car speed in mph). f. LOS = Level of Service General Note: 1. M = Mainline 2. A = Auxiliary 3. Truck factor sourced to most recent Caltrans Traffic Census Program Peak Hour Volume Data (2016). LOS Density Range (pc/mi/ln) A 0 – 11 B > 11 – 18 C > 18 – 26 D > 26 – 35 E > 35 – 45 F > 45 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 37 7.0 AUTO TRIP GENERATION, DISTRIBUTION & ASSIGNMENT As discussed in Section 2.2 of this report, the Project proposes to develop the site with 160 residential units and non-residential uses primarily site-serving agricultural and social land uses. No existing trip generation credits were taken for the former golf course use. The creative vision for The Farm in Poway involves the creation of small residential enclaves supported by recreational, social, and educational opportunities within a farm setting. Residents will benefit from the close proximity to fresh, organically grown food, which can be bought and sold on- site via a local farm stand, farmers’ market, or through a Community Supported Agriculture (CSA) program. These community connections will be further enhanced through the provision of trails, parks, and other recreational amenities that deliver a vast array of convenient, healthy, and social activities. Finally, educational amenities including various types of gardens, a greenhouse, and a butterfly aviary offer community residents and the surrounding community resources to learn about nature, food, wellness, and more. Community and recreation buildings, including an Event Barn, will reinforce and enhance the agrarian character of the community while providing visual and social focal points. Recreational sites are distributed throughout the community and connected to trails and sidewalks to provide ample opportunities for fun and relaxation for new and existing residents. 7.1 Trip Generation The Farm at Poway is a combination of multiple land uses, as discussed above. The Project is designed as an “Agri-hood” that places residential uses adjacent to amenity land uses that will primarily cater to residents of the site. The Event Barn, Social at the Gardens, and The Club will connect residents of the site socially and provide programmed events for both residents and for the nearby community. Trip generation rates for each land use are derived from the SANDAG “Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region” published on April 2002. Many of the non- residential uses proposed by the Project are atypical and do not have published trip generation rates. Based on the Specific Plan Project Description, it would not be expected that the non-residential land uses would generate many new trips from outside the site. It is more likely that these uses will serve residents of The Farm in Poway with the capacity to welcome community residents as well. However, for purposes of using commonly known, published trip rates, SANDAG was sourced for gross trip generation, internal mixed-use reductions, and net trip generation. Special consideration was given where SANDAG rates were not available (i.e. peak hour splits, in/out trips) and is noted in the calculations. A review of the trip rates for the former golf course/country club use were also reviewed for comparative purposes and demonstrate the historical baseline for the site. The former golf course/country club was in operation for approximately 60 years and ceased operations in November 2017. The rates are listed below in Table 7–1 for each use with additional footnotes explaining variances in the rate source and/or rate selection. Table 7–2 shows the trip generation rates for the former Stoneridge Country Club to be replaced. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 38 TABLE 7–1 TRIP GENERATION RATES – PROPOSED PROJECT Project Component Source Land Use Rate Non-Residential The Club a Pool/4 tennis courts,/16 pickleball courts/Multi-Purpose Room SANDAG Racquetball/ Health Club 30 /KSF Social @ The Gardens b Café/Coffee/Wine & Beer Garden SANDAG Quality Restaurant 100 /KSF The Barn c Wedding Venue/Music Venue/ Multi-Purpose Room SANDAG Theater (multiplex/with matinee) 40 /KSF Programmed Open Space Recreation d The Butterfly Farm Vivarium/Greenhouse, Classroom, Picnic Area, Garden, Trails SANDAG/ITE d City Park 50 /acre Agri-Fields e SANDAG/ITE e Agriculture 2 /acre Unprogrammed Open Space Conservation f Tranquility Garden, Tot Lot, Community Gardens, Open Space Recreation SANDAG/ITE f Neighborhood/ County Park 5 /acre Residential g 110'x180' Single-Family (2.5 DU/Acre) SANDAG Single-Family Detached > 2 < 6 DU/Acre 10 /DU 70'x100' Single-Family (4.7 DU/Acre) SANDAG Single-Family Detached > 2 < 6 DU/Acre 10 /DU 35'x100' Twin Homes (10.7 DU/Acre) SANDAG Condominium (or any multi-family) > 6 < 10 DU/Acre 10 /DU 100'x100' Single-Family (3.5 DU/Acre) SANDAG Single-Family Detached > 2 < 6 DU/Acre 10 /DU 100'x100' Single-Family Cottage Courts (5.4 DU/Acre) SANDAG Single-Family Detached > 2 < 6 DU/Acre 10 /DU Footnotes: a. SANDAG rate for "Racquetball/Health Club" used. b. SANDAG "Quality Restaurant" rate applied. c. SANDAG trip rate for "Theaters" is used to calculate generated trips. The rate was reduced by 50% given the unlikelihood of weekday activity per the Specific Plan. To account for potential morning trips from schools to educational sites, morning peak hour share was increased from 1% to 4% (6:4). It should also be noted that weddings, parties, and similar larger events shall be limited in accordance with the Specific Plan to minimize traffic impacts. In addition, the amount of special events at The Barn will be limited in use and do not represent “typical day” conditions. d. Programmed Park rate sourced to SANDAG rate for "City Park". City Park rate is defined as being “developed with meeting room and sport facilities.” It is anticipated that the Programmed Park uses would allow for educational activities for students from local schools. Programmed Park represents the potential for scheduled activities occurring during weekday periods. e. SANDAG "Agriculture" rate applied. For peak splits, ITE 818 "Nursery (Wholesale)" rate applied. (Ins/Outs sourced to 9th Edition, since 10th doesn't provide Ins/Outs). f. Unprogrammed Park rate sourced to SANDAG rate for "Neighborhood/County (undeveloped)" Park. Unprogrammed Park uses represent passive open space-type uses with no scheduled weekday activities. g. SANDAG residential trip rates based on density (dwelling units/acre). General Notes: 1. DU = dwelling units 2. KSF = Thousand square feet LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 39 TABLE 7–2 TRIP GENERATION RATES – FORMER STONERIDGE COUNTRY CLUB Former Use Source Land Use Rate Stoneridge Country Club Golf Course a SANDAG Golf Course 40 /Hole Club House b SANDAG Racquetball/ Health Club 30 /KSF Footnotes: a. SANDAG rate for "Golf Course" used. b. SANDAG rate for “Racquetball/Health Club” used. General Notes: 1. DU = dwelling units 2. KSF = Thousand square feet Table 7–3 tabulates the Project traffic generation using the rates in Table 7–1 for the proposed Project. The total trips generated by the Project are approximately 2,938 ADT with 189 AM peak hour trips (72 inbound / 117 outbound) and 273 PM peak hour trips (181 inbound / 92 outbound). Where a project contains a mix of uses that would interact with one another, a deduction against a project’s trips may be taken to account for the share of trips that would occur internally within the project site. A mixed-use project is a development that blends different land use types whose functions are physically and functionally integrated. A prime example of a mixed-use project would be the combination of residential and retail uses. For a project to be considered mixed use, the key feature is proximity to the integrated land uses. These uses can be near each other, within walking/bicycling distance, and within driving distance of each other within the project boundary, i.e. trips do not leave a project site. The internal capture rate from the SANDAG guide was reviewed for use in the trip generation. The SANDAG guide allows for a reduction in trip generation for projects that have access to transit (5%) and projects that include a mix of uses such as residential with retail (10%), for a total of up to 15%. The non-residential uses on-site consist of recreational, retail, educational, and event space. These uses are primarily provided as amenities to local residents within the site. For example, it would not be expected that a large number of trips generated by The Club, The Social, and weekday events at The Barn would come from external uses. The majority of these trips would likely be residents of The Farm in Poway that either walk, bike, or use alternative vehicles to get from their homes to these amenity uses. To capture the phenomenon of these captured internal trips, the SANDAG mixed-use reduction of 15% was applied given the Project’s close proximity to transit and mix of residential and site-serving non-residential uses. With this applied credit, the net new trips generated by the Project are approximately 2,524 ADT with 169 AM peak hour trips (62 inbound / 107 outbound) and 237 PM peak hour trips (159 inbound / 78 outbound). Prior to the closure of the Stoneridge Country Club, the golf course land use was calculated to generate approximately 1,440 ADT with 80 AM peak hour trips (58 inbound / 22 outbound) and 130 PM peak hour trips (59 inbound / 71 outbound) as shown in Table 7–4. As previously stated, no existing trip generation credits were taken for the former golf course/country club use. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 40 TABLE 7–3 TRIP GENERATION – PROPOSED PROJECT ID Land Use Size Daily Trip Ends (ADTs) a AM Peak Hour PM Peak Hour Rate b Volume Rate b In:Out Volume Rate b In:Out Volume Split In Out Total Split In Out Total Non-Residential A The Club c Pool/4 tennis courts/16 pickleball courts/Multi-Purpose Room 6 KSF 30 /KSF 180 4% 60:40 4 3 7 9% 60:40 10 6 16 B Social @ The Gardens d Café/Coffee/Wine & Beer Garden 4.8 KSF 100 /KSF 480 1% 60:40 3 2 5 8% 70:30 27 11 38 C The Barn e Wedding Venue/Music Venue/ Multi-Purpose Room 5.3 KSF 40 /KSF 212 4% 60:40 5 3 8 8% 60:40 10 7 17 D Programmed Open Space Recreation f The Butterfly Farm Vivarium/Greenhouse, Classroom, Picnic Area, Garden, Trails 5.15 Acres 50 /Acre 258 13% 50:50 17 17 34 9% 50:50 12 11 23 E Agri-Fields g 8.7 Acres 2 /Acre 17 0.26 43:57 1 1 2 0.45 57:43 2 2 4 F Unprogrammed Open Space Conservation h Tranquility Garden, Tot Lot, Community Gardens, Open Space Recreation 47.0 Acres 5 /Acre 235 4% 50:50 5 4 9 8% 50:50 10 9 19 G Subtotal Non-Residential Trips (A+B+C+D+E+F) 1,382 — — 35 30 65 — — 71 46 117 H Non-Residential Internal Capture (G*15%) i 15% (207) — — (5) (5) (10) — — (11) (7) (18) I Net New Non-Residential Trips (G+H) 1,175 — — 30 25 55 — — 60 39 99 Residential j J 110'x180' Single-Family (2.5 DU/Acre) 20 DU 10 /DU 200 8% 30:70 5 11 16 10% 70:30 14 6 20 K 70'x100' Single-Family (4.7 DU/Acre) 13 DU 10 /DU 130 8% 30:70 3 7 10 10% 70:30 9 4 13 L 35'x100' Twin Homes (10.7 DU/Acre) 22 DU 8 /DU 176 8% 20:80 3 11 14 10% 70:30 13 5 18 M 100'x100' Single-Family (3.5 DU/Acre) 15 DU 10 /DU 150 8% 30:70 4 8 12 10% 70:30 11 4 15 N 100'x100' Single-Family Cottage Courts (5.4 DU/Acre) 90 DU 10 /DU 900 8% 30:70 22 50 72 10% 70:30 63 27 90 O Subtotal Residential Trips (J+K+L+M+N) 160 DU — 1,556 — — 37 87 124 — — 110 46 156 P Residential Internal Capture (Match Non-Residential) (H) k (207) — — (5) (5) (10) — — (11) (7) (18) Q Net New Residential Trips (O+P) 1,349 — — 32 82 114 — — 99 39 138 Gross Trip Generation (G+O) 2,938 — — 72 117 189 — — 181 92 273 Total Internal Capture (414) — — (10) (10) (20) — — (22) (14) (36) Net New Trip Generation (I+Q) 2,524 — — 62 107 169 — — 159 78 237 Footnotes: a. Average Daily Trips b. Rates are based on SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002, for all gross, primary, and pass-by-diverted trip rates, except where noted. SANDAG calculates AM and PM peak hour trips as a percentage of ADT. ITE rates utilize ratios of the independent variable for calculating ADT, AM and PM peak hour trips. c. SANDAG rate for "Racquetball/Health Club" used. d. SANDAG "Quality Restaurant" rate applied. e. SANDAG trip rate for "Theaters" is used to calculate generated trips. The rate was reduced by 50% given the unlikelihood of weekday activity per the Specific Plan. To account for potential morning trips from schools to educational sites, morning peak hour share was increased from 1% to 4% (6:4). It should also be noted that weddings, parties, and similar events should be limited in accordance with the Specific Plan to minimize traffic impacts. f. Programmed Park rate sourced to SANDAG rate for "City Park". City Park rate is defined as being developed with meeting room and sport facilities. Programmed Park represents the potential for scheduled activities occurring during weekday periods. g. SANDAG "Agriculture" rate applied. For peak splits, ITE 818 "Nursery (Wholesale)" rate applied. (Ins/Outs sourced to 9th Edition, since 10th doesn't provide Ins/Outs). h. Unprogrammed Park rate sourced to SANDAG rate for "Neighborhood/County (undeveloped)" Park. Unprogrammed Park uses represent passive open space-type uses with no scheduled weekday activities. i. SANDAG allows a 5% trip reduction for land uses with transit access or near transit stations accessible within a 0.25-mile distance. The Poway Loop MTS Route 945A stops directly adjacent to the Project site. In addition, SANDAG allows an additional 10% mixed-use reduction for developments where residential and commercial land uses are combined. For the site, this applies to the non-residential uses as it would not be expected that the majority of trips generated by The Club, Social Room, Event Barn, and all Open Space uses would likely be from outside the residents of the proposed Project site. Thus, 15% internal capture appears to be a conservative internal capture rate. The non-residential internal capture volumes were deducted from the reciprocal residential trips. j. SANDAG residential trip rates based on density (dwelling units/acre). k. The mixed-use internal capture reduction from the non-residential uses results in a reciprocal reduction in trips for the residential uses. General Notes: 1. SANDAG calculates daily trips using a rate based on an independent variable (i.e., dwelling units, students, acres) and expresses AM and PM peak hour trips as a percentage of ADT. ITE rates utilize ratios of the independent variable for calculating ADT, AM and PM peak hour trips. 2. DU = dwelling units 3. KSF = Thousand square feet LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 41 TABLE 7–4 TRIP GENERATION – FORMER STONERIDGE COUNTRY CLUB Land Use (To be Replaced) Size Daily Trip Ends (ADTs) a AM Peak Hour PM Peak Hour Rate b Volume Rate b In:Out Volume Rate b In:Out Volume Split In Out Total Split In Out Total Stoneridge Country Club Golf Course c 18 Holes 40 /Hole 720 7% 80:20 41 10 51 9% 30:70 20 45 65 Club House d 24 KSF 30 /KSF 720 4% 60:40 17 12 29 9% 60:40 39 26 65 Total Former Site Trip Generation 1,440 — — 58 22 80 — — 59 71 130 Footnotes: a. Average Daily Trips b. Rates are based on SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002. c. SANDAG rate for "Golf Course" used. d. SANDAG "Racquetball/Health Club" rate applied. Square footage estimated from aerial imagery. General Notes: 1. Former Stoneridge Country Club trip generation represents the Historical Baseline for the Project site. 2. KSF = Thousand square feet 3. No existing trip generation credits were taken for the former golf course/country club use. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 42 7.2 Trip Distribution and Assignment The distribution of Project traffic was determined using StreetLight Data as a source. This data source utilizes GPS and location services data from automobiles and mobile devices to identify travel patterns for a selected area. An origin-destination analysis was completed using the travel behavior of existing single-family residential homes located in the residential community to the west, adjacent to the site. The travel patterns and behavior of these existing residences was considered reasonably proxy for what could be expected by the Project’s residents. The data analytics yielded the percentage of traffic originating from the adjacent area to cordon lines on the nearby roadway network. For the Project distribution a one-year period during Tuesday-Thursday weekdays was selected to develop the distribution for use in the analysis. As a result of this exercise, 34% of Project trips are expected to be regional trips using I-15 (25% south of Ranch Bernardo Road, 9% north of Rancho Bernardo Road). The remaining 66% of trips would use local streets to reach their ultimate destinations. It should be noted that Project traffic was distributed through the identified “cut-through” routes along Martincoit Road – Stone Canyon Road, Avenida Florencia – Avenida La Valencia, and Summerfield Lane – Rios Road based on the results of the Origin-Destination exercise. Once the traffic distribution was established, the Project-generated traffic was assigned to the adjacent street system. Figure 7–1 depicts the Project distribution. Figure 7–2 depicts the proposed Project traffic assignment. Appendix F contains the data science information used in the distribution. 1 2 23 24 OldCoachRdSummerfieldGateway ParkRd Bajada R d DelPonienteRd SoleraWy WillowRanchRd TierraBonitaRdMonteVistaRd RiosRd LaderaPiedraWayDelPasoDrValleVerdeRdRangePark Rd EdinaWay PomeradoCt EzraLnOldWineryRdDeerwoodStDurhullenDrSummerSageRdTamOShanter BernardoPlazaCt Cloudcroft Dr TitanWyStAndrewsDrAvenidaLaValencia WorldTradeDr DuendaRd BernardoHeightsPky PaseoDelVeranoDel Diablo Way MidlandRdP o bla do R d AvenidaFlorenciaM a tin alR d W e stB erna rdoD rBernardoOaksDr B ern ard o Ce nter Dr PenasquitosDrGreensEastRd MartincoitRdBernar d o C enterDrMadrigalSt D el No rt e AndorraWayBernardoCenterDrStoneCanyonRdBernardoOak s Dr RanchoCarmelDrWestBernardoDrLomicaDr C aminoSanBernardoTwin PeaksRdPaseoLucido LakePowayRdSinto n t eDrCarmelValleyRdLakePowayRd PomeradoRdCarme lM o u ntainRdRancho Bernardo Rd EspolaRdRanchoBernardoRd C a rm elR id g e R d EspolaRdEspolaRd PomeradoRdHighlandRanchRd PomeradoRdTedWilliamsPkyRanchoBernardoRd EspolaRdCaminoDelNorte Te d W illiamsPkyTwinPeaksRd CaminoDelNorte P O W A YPOWAY S A N D I E G OSAN D I E G O S .D . C O U N T YS.D . C O U N T Y 1%4% 6% 2% 10% 18% 70%23% 38% 2% 5% 20% 23% 29% 1% 1%12% 13% 2% 45% 3%8% 7% 68%66% 13% 4% 7% 65% 3% 2% 26% 14% 95% 1% 1% 2% 4% 25% 20% 3% 3% 2% 1% 25% 9% 3 4 765 9 10 11 12 13 14 8 15 16 18 19 17 22 21 20 25 §¨15 Time: 11:42 AMDate: 10/25/2019N:\3015\Figures Project Traffic Distribution Figure 7-1 [ The Farm in Poway (Page 1 of 2) Study Intersection Local Trip Distribution Regional Trip Distribution Local Trip Capture Jurisdiction Boundary # X% X% X% ??????DljJjlLJ DljdLJ DJljdL jdLJ jdLJ ljJDdL ljdLJD dLJjJjjdLJ ljJD lJjD jdLJ jdLJ jdLJ ljJD ljdLJD ljJD JljDlDDl jlJD jJDl Avenida La ValenciaAvenida FlorenciaPomerado RdPomerado RdPomerado RdCloudcroft DrCloudcroft DrTam O Shanter DrTam O Shanter DrPVT Dr 'A'Boca Ration LnTam O Shanter DrMartincoit RdMartincoit RdStone Canyon RdStone Canyon Rd DrwyStone Canyon RdDel NortePomerado RdPomerado RdPomerado RdDel NorteBernardo Heights Pkwy Espola RdRios Rd Espola RdTwin Peaks Rd Espola RdPomerado RdPomerado RdEden Grove Pomerado RdPomerado RdAvenida La ValenciaEspola RdRios RdTitan Way Higa PlEspola Rd Espola RdStreet 'A'Espola RdBridewood RdLake Poway Rd Martincoit RdLake Poway RdEspola Rd Espola RdCloudcroft DrOld Coach RdEspola RdSt Andrews DrValle Verde RdSt Andrews DrEspola Rd Espola Rd Valle Verde RdValle Verde RdAvenida FlorenciaEspola RdEspola Rd Summerfield LnEspola Rd Valle Verde RdRancho Bernardo RdPomerado RdPomerado RdRancho Bernardo RdRancho Bernardo Rd Bernardo Center DrBernardo Center DrI-15 NB on-rampI-15 NB RampsRancho Bernardo RdRancho Bernardo Rd I-15 SB on-rampI-15 SB RampsStone Canyon Rd Rancho Bernardo Rd Drwy Espola Rd Rancho Bernardo Rd Cloudcroft Ct Stone Canyon Rd Twin Peaks RdTwin Peaks Rd Avenida La Valencia Rancho Bernardo Rd Espola Rd PVT Dr 'E' Twin Peaks Rd Espola Rd 1 2 3 4 8765 9 10 11 12 16151413 17 18 19 20 21 22 23 24 25 4%29%38%45%65%66%68%4%23%26%25%23%10%12%13%14%18%4%3%3%1%2%4%13%38%45%65%66%68%4%23%26%25%23%10%12%13%14%18%4%3%3%1%2%25%9%2%8%2%68%2%13%2%7%1%3%3%1%1% 1%25%5%12%1%4%2%23%3%1%1%1%6%7% 5%12%1%4%2%23%3%1%1%1% 6%7%9%2%8%2% 68%2%13% 2%7%1%3%3%1%1%1%Time: 11:42 AMDate: 10/25/2019N:\3015\Figures The Farms in Poway Project Traffic Distribution Figure 7-1 Inbound Trip Distribution Outbound Trip Distribution DJL djl (Page 2 of 2) §¨15 1 2 3 4 765 9 10 11 12 13 14 15 16 18 19 17 23 24 OldCoachRdSummerfieldGateway ParkRd BajadaRd ValleVerdeRdDelPonienteRd SoleraWy WillowRanchRd TierraBonitaRdMonteVistaRd RiosRd LaderaPiedraWayDelPasoDrRangePark Rd EdinaWay PomeradoCt EzraLnOldWineryRdDeerwoodStSummerSageRdTamOShanterBernardoPlazaCtTitanWy Cloudcroft DrStAndrewsDr AvenidaLaValenciaWorldTradeDr DuendaRd BernardoHeightsPky PaseoDelVeranoDel Diablo Way MidlandRdP o bla do R d AvenidaFlorenciaM a tin alR d W estB e rnardoD rBernardoOaksDr BernardoCenterDrPenasquitosDrGreensEastRd MartincoitRdMadrigalSt D el No rt e AndorraWayStoneCanyonRdBernardoOak s Dr RanchoCarmelDrLomicaDr C aminoSanBernardoTwin PeaksRdPaseoLucido Lake PowayRd Sinto n t eDrCarmelValleyRdCarme lM o u ntainRdEspolaRd Rancho BernardoRd EspolaRdPomeradoRdPomeradoRdHighland R an ch Rd CaminoDelNorte TedWilliamsPkyTwinPeaksRd CaminoDelNorte P O W A YPOWAYSAN D I E G OSAN D I E G O S .D . C O U N T YS.D . C O U N T Y 26 101 152 51 2534551,767 581 960 51127505581732 26 152 26303 329 51 1,136 76202455177 1,7171,666 581329 10126 177 1,6 4 1 76 5 1 657 3542,39826 26 511,136 1016315055811014556577 6 5163122827/2016/406/1410/78 22 21 20 25 Time: 11:43 AMDate: 10/25/2019N:\3015\Figures Project Traffic Volumes Figure 7-2 [ The Farm in Poway (Page 1 of 2) Study Intersection Project Site Jurisdiction boundary Project ADT AM/PM Project Peak Hour Volume # x,xxx x / x ??????DLJJJLLJ DLJDLJ DJLJDL JDLJ JDLJ LJJDDL LJDLJD DLJJJJJDLJ LJJD LJJD JDLJ JDLJ JDLJ LJJD LJDLJD LJJD JLJDLDD LJLJD JJD LHiga PlEden Grove Espola RdEspola Rd Avenida FlorenciaPomerado RdPomerado RdPomerado RdLake Poway Rd Rancho Bernardo Rd Cloudcroft DrCloudcroft DrTam O Shanter DrTam O Shanter DrPVT Dr 'A'PVT Dr 'E'Boca Ration LnTam O Shanter DrMartincoit RdMartincoit RdStone Canyon RdStone Canyon Rd DrwyStone Canyon RdDel NortePomerado RdPomerado RdPomerado RdTwin Peaks Rd Del NorteAvenida La ValenciaAvenida La ValenciaDrwyBernardo Heights PkwyStone Canyon Rd Espola RdRios Rd Espola RdTwin Peaks Rd Espola RdPomerado RdPomerado RdPomerado RdPomerado RdAvenida La ValenciaEspola RdRios RdTitan Way Twin Peaks RdEspola Rd Street 'A'Espola RdBridewood RdLake Poway Rd Martincoit RdEspola Rd Espola RdCloudcroft DrOld Coach RdEspola RdValle Verde RdSt Andrews DrEspola Rd Valle Verde RdValle Verde RdAvenida FlorenciaEspola Rd Summerfield LnValle Verde RdRancho Bernardo RdPomerado RdPomerado RdRancho Bernardo Rd Rancho Bernardo Rd Bernardo Center DrBernardo Center DrRancho Bernardo RdI-15 NB on-rampI-15 NB RampsRancho Bernardo RdRancho Bernardo Rd I-15 SB on-rampRancho Bernardo RdI-15 SB RampsEspola Rd Cloudcroft Ct Stone Canyon Rd Twin Peaks Rd Espola Rd Espola Rd Espola RdEspola Rd St Andrews Dr 1 2 3 4 8765 9 10 11 12 16151413 17 18 19 20 21 22 23 24 25 6 / 1427 / 204 / 3 2 / 6 31 / 2310 / 7 16 / 408 / 20 1 / 32 / 241 / 305 / 4 3 / 824 / 60 5 / 1328 / 71 9 / 648 / 3613 / 9 7 / 1970 / 511 / 1 1 / 240 / 103 71 / 524 / 3 2 / 641 / 105 2 / 273 / 53 42 / 1081 / 3 2 / 2 1 / 373 / 534 / 325 / 1815 / 37 2 / 642 / 108 3 / 22 / 515 / 37 25 / 18 17 / 42 28 / 20 27 / 191 / 11 / 2 16 / 402 / 225 / 1715 / 371 / 3 14 / 106 / 1611 / 79 / 21 13 / 91 / 1 1 / 27 / 1914 / 101 / 1 1 / 28 / 2115 / 117 / 5 3 / 109 / 232 / 220 / 1411 / 301 / 3 8 / 54 / 48 / 55 / 12 2 / 64 / 12 1 / 13 / 21 / 41 / 2 2 / 6 3 / 24 / 3 1 / 4 4 / 32 / 6 1 / 21 / 1 1 / 11 / 1 1 / 21 / 22 / 21 / 31 / 21 / 0 Time: 11:43 AMDate: 10/25/2019N:\3015\Figures The Farm in Poway Project Traffic Volumes Figure 7-2 Study Intersections Intersection Mid-Day VolumesDJL # (Page 2 of 2) LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 45 8.0 NEAR-TERM (OPENING YEAR 2025) CUMULATIVE CONDITIONS Cumulative projects are other projects in the study area that will add traffic to the local circulation system in the near future. LLG coordinated with City of Poway staff and reviewed the City of San Diego’s Open DSD website to identify relevant, pending cumulative projects in the study area that could be constructed and generating traffic in the study area vicinity by the expected opening year of the Project in Year 2025. Based on this research, ten (10) cumulative projects are planned nearby that would add to traffic to study area intersections, street segments, and freeways. Traffic generated by these projects was added to the existing traffic volumes to develop the Near-Term (Opening Year 2025) condition. Project traffic was added to the near-term traffic volumes to arrive at the Near-Term (Opening Year 2025) With Project condition. The following is a brief description of each of the cumulative projects. 8.1 Description of Cumulative Projects 8.1.1 City of Poway 1. Aria Estates proposes seven (7) market rate single-family housing units. The proposed residential project is located near the northeast quadrant of the Poway Road/Pomerado Road intersection on a vacant parcel. The permit application was submitted on March 15, 2018 per the Annual Report – Implementation of the General Plan in 2018. The proposed Aria Estates project was included in both the near-term and horizon year analysis. The project is calculated to generate approximately 70 ADT with 2 inbound and 4 outbound trips in the AM peak hour, and 5 inbound and 2 outbound trips in the PM peak hour. Trip generation, distribution and assignment estimated using SANDAG trip rates and professional engineering judgement. 2. Vantage Point (former Parkway Summit) proposes approximately 531,000 SF of warehouse/distribution land use in two (2) buildings, approved by City Council in October 2018. The project is located at 14400 and 14500 Kirkham Way in the South Poway Business Park. Construction is expected to start in Spring 2019 with an anticipated completion date of late 2019/early 2020. The proposed Vantage Point project was included in both the near-term and horizon year analysis. The project is calculated to generate approximately 2,655 ADT with 243 inbound and 103 outbound trips in the AM peak hour, and 160 inbound and 239 outbound trips in the PM peak hour. Trip generation, distribution and assignment estimated using SANDAG trip rates and professional engineering judgement. 3. Villa de Vida proposes an affordable housing project, approved by City Council in 2017, that would provide rental units to low- and moderate-income disabled adults. The proposed two- story, 54-unit complex is located at 12341 Oak Knoll Road, adjacent to Poway Creek. Construction is expected to commence in 2019 per the Annual Report – Implementation of the General Plan in 2018. The proposed Villa de Vida project was included in both the near-term and horizon year analysis. The project is calculated to generate approximately 432 ADT with 7 inbound and 28 outbound trips in the AM peak hour, and 31 inbound and 13 outbound trips in the PM peak hour. Trip generation, distribution and assignment estimated using SANDAG trip rates and professional engineering judgement. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 46 4. Outpost proposes three (3) mixed-use buildings consisting of commercial/retail, restaurant, residential, and fitness land uses. Building one consists of a 30-foot-tall, two-story structure with the 20,000-square-foot food hall on the first and second floor and a 6,500-square-foot patio on the upper floor. Building two consists of a three-story, 30-foot-tall residential building with four (4) two-bedroom live/work units and two (2) two-story lofts. Building three consists of a three-story, 38-foot-tall structure with the 20,225-square-foot fitness center, 33 two- bedroom apartments, 10 one-bedroom apartments and four (4) two-bedroom units. The proposed project is located at 13247 Poway Road, near Community Road. The project is currently under construction, commencing in August 2018, with completion expected in Fall 2019. The proposed Outpost project was included in both the near-term and horizon year analysis. The project is calculated to generate approximately 4,196 ADT with 99 inbound and 87 outbound trips in the AM peak hour, and 221 inbound and 193 outbound trips in the PM peak hour. Trip generation, distribution and assignment estimated using SANDAG trip rates and professional engineering judgement. 5. Chick-fil-A proposes to redevelopment the former Cocos restaurant site with a Chick-fil-A restaurant. The proposed project will demolish the vacant 6,500 SF restaurant and replace it with a 4,584 SF fast food restaurant with a double drive through order lane. The proposed project is located at 13464 Poway Road. The proposed Chick-fil-A project was included in both the near-term and horizon year analysis. The project is calculated to generate approximately 1,107 net new ADT with 35 inbound and 35 outbound trips in the AM peak hour, and 35 inbound and 35 outbound trips in the PM peak hour. A timeframe for completion of this Project is currently unknown. Trip generation, distribution and assignment taken from the approved Traffic & Parking Analysis prepared by TJW Engineering, Inc. February 22, 2017. 6. Poway Commons proposes to develop a mixed-use project consisting of residential and commercial/retail uses. The development proposes 98 for-sale, market rate, attached housing units, approximately 25,000 SF of commercial retail space, and 44 affordable senior housing units. The affordable unit component will consist of 36 one-bedroom units, eight (8) two- bedroom units, a 2,750 SF community room, and a manager’s office. The project was approved at City Council in March 2019 and is expected to take up to 15 months to construct. The project is located on Poway Road near the intersection of Tarascan Drive and Civic Center Drive. The proposed Poway Commons project was included in both the near-term and horizon year analysis. The project is calculated to generate approximately 4,136 ADT with 91 inbound and 120 outbound trips in the AM peak hour, and 230 inbound and 184 outbound trips in the PM peak hour. Trip generation, distribution and assignment estimated using SANDAG trip rates and professional engineering judgement. 8.1.2 City of San Diego 7. Black Mountain Ranch North Village (Subarea I) represents Phase II-B of Black Mountain Ranch. The design of the North Village, which is approximately 640 acres in size, is the product of community-based planning by the property owner, the City, the surrounding LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 47 communities and environmental organizations. The tentative map for the North Village was approved by the San Diego City Council on November 27, 2001. Per the Black Mountain Ranch Subarea Plan, the North Village projected development consists of 2,902 residential units with 590,000 SF of non-residential uses. A modification to the Black Mountain Ranch Specific Plan was made in 2008 to reallocate land uses within the North Village and thus increase traffic generation. Per the Black Mountain Ranch – North Village Proposed Project traffic letter prepared by KOA Corporation, dated July 30, 2008, a total of 27,330 ADT was projected to be generated by the North Village. Since that time, the majority of the North Village has been constructed and is currently occupied. Based on LLG’s best efforts to determine the amount of development remaining to be constructed, approximately 80% of the North Village was assumed to be constructed and generating traffic. Research on currently pending/approved projects within the North Village indicate that Back Mountain Ranch North Village No. 14224, PTS#550005 proposes to construct 119 condominium units in Block F and 94 row homes in Block G. For inclusion in the near-term cumulative condition, the trips generated by the 119 condominium units and 94 row homes were assumed in the near-term analysis. The remaining 20% of the North Village buildout was assumed to be operational by the horizon year condition. The Block F & G projects within North Village is calculated to generate approximately 1,892 ADT with 39 inbound and 114 outbound trips in the AM peak hour, and 134 inbound and 56 outbound trips in the PM peak hour. Trip generation, distribution and assignment estimated using City of San Diego trip rates and professional engineering judgement. 8. Pacific Village proposes the redevelopment of an existing 41-acre, 332-unit, one and two bedroom apartment rental complex known as Peñasquitos Village. The project is located west of Interstate 15 (I-15), east of Carmel Mountain Road, and south of the Peñasquitos Drive Shopping Center. Pacific Village proposes 99 single-family cluster homes, 105 multi-family tri-plex units, and 120 row homes, for a total of 324 units. In addition, the northern portion of the site will be entitled for 277 apartments for rent. The total allowable development is 600 dwelling units. The project discretionary permit application number with the City is (PTS#470158) and was approved by City Council on March 5, 2018 and is currently under construction. The proposed Pacific Village project was included in both the near-term and horizon year analyses. Subtracting the existing site trip generation from the proposed Project, the net new trips expected on the street system with redevelopment of the site is 1,796 net new ADT with 144 net new trips during the AM peak hour (29 inbound / 115 outbound) and 163 net new trips during the PM peak hour (114 inbound / 49 outbound). Trip generation, distribution and assignment taken from the Approved Pacific Village EIR Traffic Impact Study, prepared by LLG Engineers, dated November 7, 2017. 9. The Junipers proposes the redevelopment of the defunct golf course (closed permanently in March 2015), as well as the demolition of the existing operational tennis courts serving the Hotel Karlan. with an age-qualified (55+) residential neighborhood featuring 455 attached and detached, for-sale multi-family housing units and 81 multi-family, for-rent affordable housing units for a total of 536 housing units. The project requires a Community Plan Amendment and LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 48 currently has a discretionary permit application into the City (PTS#586670). The proposed Junipers project was included in both the near-term and horizon year analysis. The project is calculated to generate approximately 2,144 ADT with 43 inbound and 64 outbound trips in the AM peak hour, and 90 inbound and 60 outbound trips in the PM peak hour. Trip generation, distribution and assignment taken from the Junipers EIR Traffic Impact Study, currently being prepared by LLG Engineers, most recently dated February 28, 2019. 10. Casa De Las Campañas proposes a mechanical remodel of a 40,000-SF, 99-bed skilled- nursing facility and construction of a new 32,000-SF special care assisted-living facility consisting of 18 apartments located at the existing Casa Del Las Campañas Continuing Care Retirement Community located at 18655 W. Bernardo Drive. The project discretionary permit application number with the City is (PTS#400695). The project is currently under construction and was included in both the near-term and horizon year analysis. The project is calculated to generate approximately 72 ADT with 2 inbound and 1 outbound trips in the AM peak hour, and 3 inbound and 3 outbound trips in the PM peak hour. Trip generation, distribution and assignment estimated using SANDAG trip rates and professional engineering judgement. Figure 8–1 shows the locations of the cumulative projects. As shown in this figure, the cumulative projects are located well outside the study area for the proposed Project. The City of Poway projects are mostly located along Poway Road and would not be expected to traverse substantially within the local study area. The City of San Diego projects also are far from the study area boundary and would not generate substantial trips on local study area roadways. Trip from cumulative projects were, however, assigned to I-15 where appropriate. Given the lack of nearby cumulative development projects adding traffic to the study area, a review of traffic volumes along key arterials (Rancho Bernardo Road, Espola Road, Pomerado Road) was conducted using the SANDAG Traffic Forecast Model, as well as forecast volumes from the Poway Circulation Element. An average growth factor of 0.5% per year for seven (7) years was calculated and, therefore, applied to the 2018 counts to arrive at the anticipated Opening Year (Year 2025) traffic volumes. It should also be noted that the PM peak hour cumulative traffic volumes were also applied to the School Zone mid-day peak between 1:45-3:45 PM, for purposes of being conservative. Analysis of the school peak hour is provided in Section 15 of this report. Figure 8–2 depicts the Near-Term (Opening Year) traffic volumes and Figure 8–3 depicts the Near- Term (Opening Year) With Project traffic volumes. Scripps Poway Pky R ancho BernardoRd Es pol aRdPoway Rd CaminoDelNorte PomeradoRdSabreSpringsPkyS pringbrook Dr PomeradoRdPomeradoRd TwinPeaksRd EspolaRd MercyRd CaminoDelNorte T e dWilliams PkyHighlandValleyRd POWAY SAN DIEGO SAN DIEGO S.D. COUNTY 7 8 1 2 3 4 56 9 10 Project Site"Ã56 §¨15 §¨15 Time: 10:16 AMDate: 10/21/2019N:\3015\Figures Cumulative Projects Location Map Figure 8-1 [ The Farm in Poway Aria Estates Vantage Point (former Parkway Summit) Villa de Vida Outpost Chick-fil-A Poway Commons Black Mountain Ranch North Village (Subarea I) Pacific Village The Junipers Casa De Las Campanas 1 2 3 4 5 6 7 8 9 10 §¨15 1 2 3 4 765 9 10 11 12 13 14 15 16 18 19 17 23 24 OldCoachRdSummerfieldGateway ParkRd BajadaRd ValleVerdeRdDelPonienteRd SoleraWy WillowRanchRd TierraBonitaRdMonteVistaRd RiosRd LaderaPiedraWayDelPasoDrRangePark Rd EdinaWay PomeradoCt EzraLnOldWineryRdDeerwoodStSummerSageRdTamOShanterBernardoPlazaCtCloudcroftDr TitanWyStAndrewsDrAvenidaLaValencia WorldTradeDr DuendaRd BernardoHeightsPky PaseoDelVeranoDel Diablo Way MidlandRdP o bla do R d AvenidaFlorenciaM a tin alR d W estB e rnardoD rBernardoOaksDr BernardoCenterDrPenasquitosDrGreensEastRd MartincoitRdMadrigalSt D el No rt e AndorraWayStoneCanyonRdBernardoOak s Dr RanchoCarmelDrLomicaDr C aminoSanBernardoTwin PeaksRdPaseoLucido Lake PowayRd Sinto n t eDrCarmelValleyRdCarme lM o u ntainRdEspolaRd Rancho BernardoRd EspolaRdPomeradoRdPomeradoRdHighland R an ch Rd CaminoDelNorte TedWilliamsPkyTwinPeaksRd CaminoDelNorte P O W A YPOWAYSAN D I E G OSAN D I E G O S .D . C O U N T YS.D . C O U N T Y 51,630 4,720 6,530 17,42028,57021,760 15,030 37,490 21,05022,67023,46016,74043,050 2,970 4,720 2,30020,780 18,810 6,080 28,720 1,42029,96028,57030,400 16,50021,360 16,740 20,780 23,4002,300 36,620 21,220 430 10,84014,980 23,4609601,59046028,720 69012,3501 6, 7 402,73028,57012,6903,1 2 0 1,590241,000237,00010,460/9,1097,519/9,42411,117/7,9276,138/9,3998 22 21 20 25 Time: 11:44 AMDate: 10/25/2019N:\3015\Figures Near-Term (Opening Day) Traffic Volumes Figure 8-2 [ The Farm in Poway (Page 1 of 2) Study Intersection Project Site Jurisdiction Boundary Segment ADT Freeway AM/PM Peak Hour Volume LOS LOS A,B LOS C LOS D LOS E,F # x,xxx x / x ??????LLDLJJJLLDJ L LJDLJDLJDD LJLJDDLJDLJD LJJDLD LJJDLD LJLJDLJDLJD LJDLJDLJDLJD LJDJDLD LJLDLJJDLJDLJLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDJ LL LJJDD LDDJLJDLJDLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDJ JLDLJDD JLDD JL JJ JJ¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤ ¤¤¤¤¤¤¤¤ ¤¤¤¤¤¤Stone Canyon RdAvenida FlorenciaAvenida La ValenciaPomerado RdPomerado RdPomerado RdTwin Peaks RdLake Poway Rd Rancho Bernardo Rd Martincoit RdDel NorteEspola RdPomerado RdPomerado RdEspola RdEspola RdEspola RdCloudcroft DrOld Coach RdRancho Bernardo Rd Espola Rd Stone Canyon Rd Espola Rd Rancho Bernardo Rd Rancho Bernardo Rd Martincoit RdStone Canyon Rd DrwyStone Canyon Rd Pomerado RdPomerado RdPomerado RdTwin Peaks Rd Del NorteAvenida La ValenciaDrwyBernardo Heights Pkwy Rios Rd Espola RdEspola RdPomerado RdEden Grove Pomerado RdAvenida La ValenciaRios RdTitan Way Higa PlEspola Rd Bridewood RdMartincoit RdLake Poway RdEspola Rd Espola RdSt Andrews DrValle Verde RdSt Andrews DrEspola Rd Espola Rd Valle Verde RdValle Verde RdAvenida FlorenciaEspola RdEspola Rd Summerfield LnEspola Rd Valle Verde RdPomerado RdPomerado RdRancho Bernardo RdRancho Bernardo Rd Bernardo Center DrBernardo Center DrRancho Bernardo RdI-15 NB on-rampI-15 NB RampsRancho Bernardo Rd I-15 SB on-rampI-15 SB RampsEspola Rd Stone Canyon Rd Twin Peaks Rd Twin Peaks Rd Espola Rd 1 2 3 4 8765 9 10 11 12 16151413 17 18 19 20 21 22 649 / 853 1,235 / 523493 / 315582 / 5171,333 / 1,060 833 / 1,658 1,127 / 986239 / 501 380 / 837 788 / 591946 / 1,136 482 / 514212 / 274405 / 261176 / 183122 / 143858 / 673151 / 128 101 / 240229 / 453249 / 505290 / 315 362 / 397715 / 907 213 / 196615 / 313289 / 237152 / 285 282 / 311736 / 459194 / 145 114 / 106325 / 838140 / 271201 / 184467 / 659 1,169 / 88819 / 16 41 / 1126 / 199 / 23893 / 1,062 1,147 / 86439 / 31 40 / 3617 / 1913 / 25878 / 999 389 / 2552 / 786 / 5579 / 70773 / 61713 / 17 20 / 912 / 1216 / 1716 / 20553 / 712344 / 296 6 / 6369 / 2382 / 15 / 22 / 397 / 58 31 / 87376 / 26625 / 2427 / 291 / 22 / 2 668 / 63091 / 21 72 / 37194 / 71176 / 48478 / 727 52 / 2830 / 1319 / 19660 / 610 704 / 71919 / 46 77 / 770 / 134 / 1718 / 16579 / 563 3 / 01 / 033 / 1410 / 31701 / 66253 / 63 99 / 29632 / 59614 / 66 / 431 / 512 / 56 20 / 13486 / 48820 / 2021 / 114 / 278 / 36 181 / 71436 / 66213 / 97 / 50 / 322 / 9 11 / 11455 / 529392 / 112266 / 940 / 152 / 37 360 / 3459 / 12465 / 391169 / 562 295 / 41430 / 49 662 / 2977 / 1638 / 7 275 / 409 11 / 1058 / 31 12 / 33953 / 5828 / 2524 / 1421 / 13119 / 41 47 / 82581 / 1,23516 / 2739 / 133 / 1411 / 11 7 / 71,075 / 58121 / 3845 / 285 / 881 / 48 47 / 99585 / 1,37214 / 127 / 83 / 88 / 11 33 / 301,157 / 66122 / 2329 / 275 / 2207 / 111 181 / 187588 / 1,47813 / 2017 / 148 / 2535 / 74 432 / 2101,001 / 6008 / 76 / 140 / 10 / 3 10 / 0587 / 1,274207 / 227283 / 1585 / 0281 / 445 304 / 329636 / 666339 / 351373 / 4091,106 / 91613 / 17 8 / 19606 / 842398 / 432329 / 411915 / 1,219231 / 258 28 / 2422 / 41 / 45 / 486 / 313 / 2 2 / 312 / 1112 / 66 / 1030 / 10514 / 25 1 / 0182 / 196 18 / 214 / 41 / 3196 / 119 17 / 25 1 / 030 / 3821 / 46 51 / 40159 / 93 40 / 26121 / 55D C C D A C D D A BBC C ABC F ADD B A C D D D A C B C A BAB B BBC F ADC B A Time: 4:51 PM Date: 1/15/2020 N:\3015\Figures The Farm in Poway Near-Term (Opening Day) Traffic Volumes Figure 8-2 (Page 2 of 2) Study Intersections Intersection AM / PM Peak Hour Volumes LOS AM LOS PM LOS LOS A,B LOS C LOS D LOS E,F DJL # §¨15 1 2 3 4 765 9 10 11 12 13 14 15 16 18 19 17 23 24 OldCoachRdSummerfieldGateway ParkRd BajadaRd ValleVerdeRdDelPonienteRd SoleraWy WillowRanchRd TierraBonitaRdMonteVistaRd RiosRd LaderaPiedraWayDelPasoDrRangePark Rd EdinaWay PomeradoCt EzraLnOldWineryRdDeerwoodStSummerSageRdTamOShanterBernardoPlazaCtTitanWy Cloudcroft DrStAndrewsDr AvenidaLaValenciaWorldTradeDr DuendaRd BernardoHeightsPky PaseoDelVeranoDel Diablo Way MidlandRdP o bla do R d AvenidaFlorenciaM a tin alR d W estB e rnardoD rBernardoOaksDr BernardoCenterDrPenasquitosDrGreensEastRd MartincoitRdMadrigalSt D el No rt e AndorraWayStoneCanyonRdBernardoOak s Dr RanchoCarmelDrLomicaDr C aminoSanBernardoTwin PeaksRdPaseoLucido Lake PowayRd Sinto n t eDrCarmelValleyRdCarme lM o u ntainRdEspolaRd Rancho BernardoRd EspolaRdPomeradoRdPomeradoRdHighland R an ch Rd CaminoDelNorte TedWilliamsPkyTwinPeaksRd CaminoDelNorte P O W A YPOWAYSAN D I E G OSAN D I E G O S .D . C O U N T YS.D . C O U N T Y 26 51,731 4,872 6,581 17,67329,02523,527 15,611 38,450 21,10122,79723,96517,32143,782 2,996 4,872 2,32621,083 19,139 6,131 29,856 1,49630,16229,02530,577 18,21723,026 17,321 21,109 23,5012,326 36,797 22,861 506 10,89115,637 23,8142,3989861,61651129,856 79112,9815051 7, 3 212,83129,02513,3473,1 9 6 1,641241,631237,22810,487/9,1297,535/9,46411,123/7,9416,148/9,4068 22 21 20 25 Time: 11:45 AMDate: 10/25/2019N:\3015\Figures Near-Term (Opening Day) with Project Traffic Volumes Figure 8-3 [ The Farm in Poway (Page 1 of 2) Study Intersection Project Site Jurisdiction Boundary Segment ADT Freeway AM/PM Peak Hour Volume LOS LOS A,B LOS C LOS D LOS E,F # x,xxx x / x ??????LLDLJJJLLDJ L LJDLJDLJDD LJLJDDLJDLJD LJJDLD LJJDLD LJLJDLJDLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDLDLJJDLJDLJLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDJ LL LJJDD LDDJLJDLJDLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDJ JLDLJDD JLDD JL JJD LJLJD JJD L¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤ ¤¤¤¤¤¤¤¤ ¤¤¤¤¤¤¤¤ ¤ Higa PlEden Grove Espola RdEspola Rd Avenida FlorenciaPomerado RdPomerado RdPomerado RdLake Poway Rd Rancho Bernardo Rd Cloudcroft DrCloudcroft DrTam O Shanter DrTam O Shanter DrPVT Street 'A'PVT Street 'E'Boca Ration LnTam O Shanter DrMartincoit RdMartincoit RdStone Canyon RdStone Canyon Rd DrwyStone Canyon RdDel NortePomerado RdPomerado RdPomerado RdTwin Peaks Rd Del NorteAvenida La ValenciaAvenida La ValenciaDrwyBernardo Heights PkwyStone Canyon Rd Espola RdRios Rd Espola RdTwin Peaks Rd Espola RdPomerado RdPomerado RdPomerado RdPomerado RdAvenida La ValenciaEspola RdRios RdTitan Way Twin Peaks RdEspola Rd Private Street 'A'Espola RdBridewood RdLake Poway Rd Martincoit RdEspola Rd Espola RdCloudcroft DrOld Coach RdEspola RdValle Verde RdSt Andrews DrEspola Rd Valle Verde RdValle Verde RdAvenida FlorenciaEspola Rd Summerfield LnValle Verde RdRancho Bernardo RdPomerado RdPomerado RdRancho Bernardo Rd Rancho Bernardo Rd Bernardo Center DrBernardo Center DrRancho Bernardo RdI-15 NB on-rampI-15 NB RampsRancho Bernardo RdRancho Bernardo Rd I-15 SB on-rampRancho Bernardo RdI-15 SB RampsEspola Rd Cloudcroft Ct Stone Canyon Rd Twin Peaks Rd Espola Rd Espola Rd Espola RdEspola Rd St Andrews Dr 1 2 3 4 8765 9 10 11 12 16151413 17 18 19 20 21 22 23 24 25 649 / 853 1,235 / 523499 / 329609 / 5371,337 / 1,063 835 / 1,664 1,158 / 1,009249 / 508 380 / 837 788 / 591954 / 1,156 498 / 554212 / 274405 / 261177 / 186124 / 145899 / 703156 / 132 104 / 248229 / 453249 / 505290 / 315 362 / 397739 / 967 213 / 196615 / 313294 / 250152 / 285 291 / 317784 / 495207 / 154 121 / 125325 / 838140 / 271201 / 184495 / 730 1,239 / 93920 / 17 42 / 1326 / 199 / 23933 / 1,165 1,218 / 91643 / 34 42 / 4217 / 1913 / 25919 / 1,104 391 / 2572 / 786 / 5579 / 70846 / 67013 / 17 20 / 912 / 1216 / 1716 / 20595 / 820345 / 299 6 / 6369 / 2382 / 15 / 22 / 399 / 60 32 / 90376 / 26625 / 2427 / 291 / 22 / 2 73 / 534 / 325 / 1815 / 37668 / 63091 / 21 72 / 372 / 6194 / 71176 / 48478 / 72742 / 108 52 / 2833 / 1521 / 24675 / 647 729 / 73719 / 46 77 / 770 / 134 / 1718 / 16596 / 605 3 / 01 / 033 / 1410 / 31729 / 68253 / 63 99 / 29659 / 61515 / 77 / 451 / 512 / 56 20 / 13502 / 52820 / 2021 / 114 / 278 / 36 183 / 73461 / 67913 / 97 / 50 / 322 / 9 11 / 11470 / 566392 / 112266 / 940 / 153 / 40 366 / 3619 / 12479 / 401169 / 562 306 / 42130 / 49 662 / 2977 / 1638 / 7 284 / 430 11 / 1058 / 31 12 / 33966 / 5918 / 2524 / 1421 / 13120 / 42 48 / 84588 / 1,25416 / 2739 / 133 / 1411 / 11 7 / 71,089 / 59121 / 3845 / 285 / 882 / 49 48 / 101593 / 1,39314 / 127 / 83 / 88 / 11 33 / 301,172 / 67222 / 2329 / 275 / 2214 / 116 184 / 197597 / 1,50113 / 2017 / 148 / 2535 / 74 434 / 2121,021 / 6148 / 76 / 140 / 10 / 3 10 / 0598 / 1,304207 / 227283 / 1585 / 0282 / 448 312 / 334640 / 670347 / 356378 / 4211,106 / 91613 / 17 8 / 19608 / 848398 / 432329 / 411915 / 1,219235 / 270 29 / 2525 / 61 / 45 / 486 / 313 / 2 2 / 313 / 1512 / 66 / 1030 / 10515 / 27 1 / 0184 / 202 21 / 234 / 41 / 3200 / 122 18 / 29 1 / 030 / 3821 / 46 51 / 40161 / 99 40 / 26125 / 5882 / 4137 / 641 / 21 / 1 83 / 421 / 1 38 / 661 / 284 / 4338 / 671 / 21 / 0 D C C D A C D D A BCC C ABC F ADD B A A A A C D D D A C B C A BBC B BBC F ADC B A A A A Time: 10:45 AM Date: 1/16/2020 N:\3015\Figures The Farm in Poway Near-Term (Opening Day) with Project Traffic Volumes Figure 8-3 Study Intersections Intersection AM / PM Peak Hour Volumes LOS AM LOS PM LOS LOS A,B LOS C LOS D LOS E,F DJL # (Page 2 of 2) LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 52 9.0 NEAR-TERM (OPENING YEAR 2025) AUTO ANALYSIS The following section presents the analysis of study area locations under two (2) scenarios. The Near- Term (Opening Year 2025) condition includes nearby cumulative development projects, but not the project. As discussed in Section 8.0, a cumulative growth factor was added to existing traffic volumes given the majority of cumulative development projects are located outside the study area. This scenario assumes the existing lane geometrics. The Near-Term (Opening Year 2025) With Project scenario represents the effect of adding Project traffic to the existing street network with no improvements assumed, and the assumed cumulative growth. A separate analysis of the school zone mid-day PM peak period is provided later on in Section 16.0 of this report. 9.1 Near-Term (Opening Year 2025) 9.1.1 Peak Hour Intersection Operations Table 9–1 summarizes the peak hour intersection operations for the Near-Term (Opening Year 2025) condition. As seen in Table 9–1, with the addition of cumulative projects traffic, all intersections are calculated to operate at acceptable LOS D or better except for the following: Intersection #17. Pomerado Road / Stone Canyon Road – LOS F during the AM/PM peak hours (City of San Diego) Appendix G contains the peak hour intersection analysis worksheets for the Near-Term (Opening Year 2025) condition. 9.1.2 Daily Street Segment Operations Table 9–2 summarizes the key segment operations in the study area for the Near-Term (Opening Year 2025) condition. As seen in Table 9–2, with the addition of cumulative projects traffic, all study area segments are calculated to operate at LOS D or better, except for: Segment #1. Rancho Bernardo Road, from W. Bernardo Drive to I-15 Southbound Ramps – LOS F (City of San Diego) 9.1.3 Peak Hour Freeway Ramp Meter Operations Table 9–3 summarizes the operations of the on-ramp meter for the Near-Term (Opening Year 2025) condition. The results of the ramp meter analysis are shown below. Rancho Bernardo Road WB to I-15 SB: Under the Near-Term (Opening Year 2025) conditions, this ramp is calculated to operate with 3.9 minutes of delay during the AM peak hour. Rancho Bernardo Road WB to I-15 SB: Under the Near-Term (Opening Year 2025) conditions, this ramp is calculated to continue to operate with no delay during the PM peak hour. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 53 9.1.4 Peak Hour Freeway Segment Operations Table 9–4 shows the freeway mainline segment analyses for the Near-Term (Opening Year 2025) condition. As seen in Table 9–4, the study area freeway mainline segments of I-15 are calculated to continue to operate at LOS D or better conditions except for the following: Mainline #1. I-15 north of Rancho Bernardo Road o Northbound – LOS E (PM peak hour) o Southbound – LOS F (AM peak hour) Mainline #2. I-15 south of Rancho Bernardo Road o Northbound – LOS E (PM peak hour) o Southbound – LOS F/E (AM/PM peak hours) 9.2 Near-Term (Opening Year 2025) With Project 9.2.1 Peak Hour Intersection Operations Table 9–1 summarizes the peak hour intersection operations for Near-Term (Opening Year 2025) With Project conditions. As seen in Table 9–1, with the addition of cumulative projects and Project traffic all intersections are calculated to continue to operate at acceptable LOS D or better except for the following: Intersection #17. Pomerado Road / Stone Canyon Road – LOS F during the AM/PM peak hours (City of San Diego) The Project-related increase in delay at the two intersections shown bolded and underlined above exceeds the allowable threshold based on the applied criteria. Therefore, one (1) significant direct impact is calculated at this location. Appendix H contains the peak hour intersection analysis worksheets for the Near-Term (Opening Year 2025) With Project condition. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 54 9.2.2 Daily Street Segment Operations Table 9–2 summarizes the key segment operations in the study area for the Near-Term (Opening Year 2025) With Project conditions. As seen in Table 9–2, all study area segments are calculated to continue to operate at LOS D or better, except for: Segment #1. Rancho Bernardo Road, from W. Bernardo Drive to I-15 Southbound Ramps – LOS F (City of San Diego) Based on the applied significance criteria, no significant direct impacts were calculated with the addition of Project traffic, as the increase in V/C due to the Project on the above-listed segment is below the significance threshold of 0.02. 9.2.3 Peak Hour Freeway Ramp Meter Operations Table 9–3 summarizes the operations of the on-ramp meter for the Near-Term (Opening Year 2025) With Project condition. The results of the ramp meter analysis are shown below. Rancho Bernardo Road WB to I-15 SB: Under the Near-Term (Opening Year 2025) +Project conditions, this ramp is calculated to operate with 6.8 minutes of delay during the AM peak hour. Rancho Bernardo Road WB to I-15 SB: Under the Near-Term (Opening Year 2025) conditions, this ramp is calculated to continue to operate with no delay during the PM peak hour. No significant direct impacts to study area ramp meters are determined as both ramp meters are calculated operate with less than fifteen minutes of delay. 9.2.4 Peak Hour Freeway Segment Operations Table 9–4 shows the freeway segment analyses for the Near-Term (Opening Year 2025) condition. As seen in Table 9–4, the study area freeway mainline segments of I-15 are calculated to continue to operate at LOS D or better conditions except for the following: Mainline #1. I-15 north of Rancho Bernardo Road o Northbound – LOS E (PM peak hour) o Southbound – LOS F (AM peak hour) Mainline #2. I-15 south of Rancho Bernardo Road o Northbound – LOS E (PM peak hour) o Southbound – LOS F/E (AM/PM peak hours) Based on the established significance criteria, no significant direct impacts were calculated with the addition of Project traffic on the freeway segments since the Project-induced change in V/C is less than 0.01 for LOS E or LOS F operating freeway segments. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 55 TABLE 9–1 NEAR-TERM (OPENING YEAR 2025) INTERSECTION OPERATIONS Intersection Jur. Control Type Peak Hour Near-Term (Opening Year 2025) Near-Term (Opening Year 2025) With Project Δ c Delay Sig? Delay a LOS b Delay LOS 1. I-15 SB Ramps/ Rancho Bernardo Rd Caltrans/ San Diego Signal AM 41.9 D 44.5 D 2.6 No PM 28.1 C 28.9 C 0.8 2. I-15 NB Ramps/ Rancho Bernardo Rd Caltrans/ San Diego Signal AM 30.0 C 30.1 C 0.1 No PM 36.7 D 37.0 D 0.3 3. Bernardo Center Dr/ Rancho Bernardo Rd San Diego Signal AM 26.8 C 27.7 C 0.9 No PM 35.6 D 36.6 D 1.0 4. Pomerado Rd/ Rancho Bernardo Rd San Diego Signal AM 35.6 D 37.5 D 1.9 No PM 46.7 D 51.3 D 4.6 5. Summerfield Ln/ Espola Rd/ Rancho Bernardo Rd Poway Signal AM 5.2 A 5.2 A 0.0 No PM 4.7 A 4.7 A 0.0 6. Avenida Florencia/ Espola Rd Poway MSSC d AM 18.2 C 19.2 C 1.0 No PM 18.0 C 19.7 C 1.7 7. Valle Verde Rd/ Espola Rd Poway Signal AM 38.2 D 42.7 D 4.5 No PM 19.0 B 19.4 B 0.4 8. Valle Verde Rd/ St Andrews Dr Poway TWSC AM 29.1 D 29.5 D 0.4 No PM 16.6 C 16.7 C 0.1 9. Martincoit Rd/ Espola Rd Poway Signal AM 10.5 B 20.7 C 10.2 No PM 7.2 A 15.3 B 81 10. Cloudcroft Dr/ Espola Rd Poway MSSC AM 19.2 C 20.6 C 1.4 No PM 14.6 B 15.5 C 0.9 11. Old Coach Rd/ Espola Rd Poway Signal AM 9.9 A 9.9 A 0.0 No PM 8.8 A 8.8 A 0.0 12. Espola Rd/ Lake Poway Rd Poway Signal AM 16.0 B 16.4 B 0.4 No PM 14.8 B 14.9 B 0.1 13. Espola Rd/ Eden Grove/ Titan Way Poway Signal AM 33.6 C 34.5 C 0.9 No PM 12.1 B 12.1 B 0.0 14. Espola Rd/ Twin Peaks Rd Poway Signal AM 34.1 C 34.8 C 0.7 No PM 31.3 C 31.8 C 0.5 15. Pomerado Rd/ Rios Rd San Diego Signal AM 11.0 B 11.0 B 0.0 No PM 10.9 B 11.0 B 0.1 16. Pomerado Rd/ Avenida La Valencia San Diego Signal AM 9.3 A 9.3 A 0.0 No PM 10.4 B 10.6 B 0.2 Continued on Next Page LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 56 TABLE 9–1 NEAR-TERM (OPENING YEAR 2025) INTERSECTION OPERATIONS Intersection Jur. Control Type Peak Hour Near-Term (Opening Year 2025) Near-Term (Opening Year 2025) With Project Δ c Delay Sig? Delay a LOS b Delay LOS Continued from Previous Page 17. Pomerado Rd/ Stone Canyon Rd San Diego Signal AM 99.6 F 105.7 F 6.1 Yes PM 90.5 F 97.6 F 7.1 18. Pomerado Rd/ Bernardo Hts Pkwy San Diego Signal AM 40.8 D 42.3 D 1.5 No PM 24.0 C 24.3 C 0.3 19. Pomerado Rd/ Twin Peaks Rd Poway Signal AM 35.3 D 35.8 D 0.5 No PM 40.5 D 42.3 D 1.8 20. Avenida Florencia/ Avenida La Valencia Poway AWSC e AM 7.6 A 7.6 A 0.0 No PM 7.7 A 7.7 A 0.0 21. Del Norte/ Stone Canyon Rd Poway AWSC AM 9.3 A 9.4 A 0.1 No PM 8.5 A 8.6 A 0.1 22. Martincoit Rd/ Stone Canyon Rd Poway MSSC AM 9.7 A 9.8 A 0.1 No PM 7.9 A 7.9 A 0.0 23. Boca Raton Ln/ Drwy "E" Poway DNE/ MSSC AM — — 7.3 A — No PM — — 7.3 A — 24. Tam O’Shanter Dr/ Drwy "A" Poway DNE/ MSSC AM — — 7.3 A — No PM — — 7.3 A — 25. Tam O’Shanter Dr / Cloudcroft Dr Poway MSSC AM — — 7.3 A — No PM — — 7.3 A — Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service c. Δ denotes the increase in delay due to Project. d. Minor Street Stop Controlled intersection. Minor street left turn delay reported. e. All-Way Stop Controlled intersection. Average intersection delay reported. General Notes: 1. Sig = Significant impact, yes or no 2. Jur. = Jurisdiction 3. DNE = Does not exist 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. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 57 TABLE 9–2 NEAR-TERM (OPENING YEAR 2025) STREET SEGMENT OPERATIONS Street Segment Jur. Existing Capacity (LOS E) a Near-Term (Opening Year 2025) Near-Term (Opening Year 2025) With Project Project Volumes Δ e V/C Sig? ADT b LOS c V/C d ADT LOS V/C Rancho Bernardo Rd 1. W. Bernardo Dr to I-15 SB Ramps Caltrans/ San Diego 40,000 51,630 F 1.291 51,731 F 1.294 101 0.003 No 2. I-15 SB Ramps to I-15 NB Ramps Caltrans/ San Diego 50,000 43,050 D 0.861 43,782 D 0.876 732 0.015 No 3. I-15 NB Ramps to Bernardo Center Dr Caltrans/ San Diego 50,000 37,490 C 0.750 38,450 C 0.769 960 0.019 No 4. Bernardo Center Dr to Bernardo Oaks Dr San Diego 40,000 28,720 C 0.718 29,856 C 0.747 1136 0.029 No 5. Pomerado Rd to Summerfield Ln San Diego 40,000 21,220 C 0.531 22,861 C 0.572 1641 0.041 No Espola Rd 6. Summerfield Ln to Avenida Florencia Poway 41,000 21,360 C 0.521 23,026 C 0.562 1666 0.041 No 7. Avenida Florencia to Valle Verde Rd Poway 41,000 21,760 C 0.531 23,527 C 0.574 1767 0.043 No 8. Valle Verde Rd to Martincoit Rd Poway 41,000 16,500 B 0.403 18,217 B 0.445 1717 0.042 No 9. Martincoit Rd to Cloudcroft Dr Poway 31,000 15,030 C 0.485 15,611 C 0.504 581 0.019 No 10. Cloudcroft Dr to Old Coach Rd Poway 31,000 14,980 C 0.484 15,637 C 0.505 657 0.021 No 11. Old Coach Rd to Lake Poway Rd Poway 31,000 12,690 B 0.410 13,347 B 0.431 657 0.021 No 12. Lake Poway Rd to Titan Wy Poway 41,000 12,350 A 0.302 12,981 A 0.317 631 0.015 No 13. Titan Wy to Willow Ranch Rd Poway 41,000 16,740 B 0.409 17,321 B 0.423 581 0.014 No 14. Willow Ranch Rd to Del Poniente Rd Poway 29,000 16,740 C 0.578 17,321 C 0.598 581 0.020 No 15. Del Poniente Rd to Twin Peak Rd Poway 29,000 16,740 C 0.578 17,321 C 0.598 581 0.020 No 16. Twin Peaks Rd to Ezra Ln Poway 29,000 17,420 C 0.601 17,673 C 0.610 253 0.010 No Pomerado Rd 17. Pomerado Ct to Rancho Bernardo Rd San Diego 40,000 29,960 C 0.749 30,162 D 0.755 202 0.007 No 18. Rancho Bernardo Rd to Rios Rd San Diego 40,000 20,780 B 0.520 21,083 C 0.528 303 0.009 No 19. Rios Rd to Avenida La Valencia San Diego 40,000 20,780 B 0.520 21,109 C 0.528 329 0.009 No 20. Avenida La Valencia to Stone Canyon Rd San Diego 40,000 23,460 C 0.587 23,814 C 0.596 354 0.010 No LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 58 TABLE 9–2 NEAR-TERM (OPENING YEAR 2025) STREET SEGMENT OPERATIONS Street Segment Jur. Existing Capacity (LOS E) a Near-Term (Opening Year 2025) Near-Term (Opening Year 2025) With Project Project Volumes Δ e V/C Sig? ADT b LOS c V/C d ADT LOS V/C Continued on Next Page Continued from Previous Page Pomerado Rd (cont.) 21. Stone Canyon Rd to Bernardo Heights Pkwy San Diego 40,000 23,460 C 0.587 23,965 C 0.600 505 0.013 No 22. Bernardo Heights Pkwy to Pomerado Hospital Poway 50,000 28,570 C 0.572 29,025 C 0.581 455 0.010 No 23. Pomerado Hospital to Monte Vista Rd Poway 50,000 28,570 C 0.572 29,025 C 0.581 455 0.010 No 24. Monte Vista Rd to Twin Peaks Rd Poway 50,000 28,570 C 0.572 29,025 C 0.581 455 0.010 No 25. Twin Peaks Rd to Ted Williams Pkwy Poway 50,000 23,400 B 0.468 23,501 B 0.471 101 0.003 No Bernardo Center Dr 26. Bajada Rd to Rancho Bernardo Rd San Diego 40,000 21,050 C 0.527 21,101 C 0.528 51 0.001 No 27. Rancho Bernardo Rd to Bernardo Plaza Ct San Diego 40,000 22,670 C 0.567 22,797 C 0.570 127 0.003 No Rios Rd 28. Pomerado Rd to Summerfield Ln San Diego 3,500 2,300 D 0.658 2,326 D 0.665 26 0.008 No Summerfield Ln 29. Rios Rd to Rancho Bernardo Rd Poway 3,800 2,300 C 0.606 2,326 C 0.613 26 0.008 No Avenida La Valencia 30. Pomerado Rd to Avenida Florencia Poway 3,800 2,970 D 0.782 2,996 D 0.789 26 0.008 No Avenida Florencia 31. Rancho Bernardo Rd to Avenida La Valencia Poway 3,800 690 A 0.182 791 A 0.209 101 0.027 No Del Norte 32. Avenida La Valencia to Stone Canyon Rd Poway 3,800 430 A 0.114 506 A 0.134 76 0.020 No Stone Canyon Rd 33. Pomerado Rd to Ladera Piedra Way Poway 14,000 4,720 A 0.338 4,872 A 0.348 152 0.010 No 34. Avenida Florencia to Martincoit Rd Poway 14,000 3,120 A 0.223 3,196 A 0.229 76 0.007 No LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 59 TABLE 9–2 NEAR-TERM (OPENING YEAR 2025) STREET SEGMENT OPERATIONS Street Segment Jur. Existing Capacity (LOS E) a Near-Term (Opening Year 2025) Near-Term (Opening Year 2025) With Project Project Volumes Δ e V/C Sig? ADT b LOS c V/C d ADT LOS V/C Continued on Next Page Continued from Previous Page Martincoit Rd 35. Rancho Bernardo Rd to Stone Canyon Rd Poway 14,000 2,730 A 0.195 2,831 A 0.203 101 0.009 No Twin Peaks Rd 36. World Trade Dr to Pomerado Rd Poway 63,000 36,620 B 0.582 36,797 C 0.585 177 0.003 No 37. Pomerado Rd to Deerwood Dr Poway 50,000 30,400 C 0.608 30,577 C 0.612 177 0.004 No 38. Tierra Bonita Rd to Espola Rd Poway 50,000 18,810 B 0.377 19,139 B 0.383 329 0.007 No Valle Verde Rd 39. Espola Rd to St Andrews Dr Poway 14,000 6,530 B 0.467 6,581 B 0.471 51 0.004 No St Andrews Dr 40. Valle Verde Rd to Tam O’Shanter Dr Poway 3,800 1,590 B 0.419 1,641 C 0.432 51 0.013 No Tam O’Shanter Dr 41. St Andrews Dr to Pvt Dr “E” Poway 3,800 1,590 B 0.419 1,616 C 0.426 26 0.008 No 42. Pvt Dr “E” to Cloudcroft Ct Poway 3,800 460 A 0.122 511 A 0.135 51 0.013 No Cloudcroft Dr 43. Cloudcroft Ct to Espola Rd Poway 3,800 1,420 B 0.374 1,496 B 0.394 76 0.020 No Bernardo Heights Pkwy 44. Paseo Lucido to Pomerado Rd San Diego 40,000 10,840 A 0.271 10,891 A 0.273 51 0.002 No Lake Poway Rd 45. East of Espola Rd Poway 14,000 960 A 0.069 986 A 0.071 26 0.002 No Titan Way 46. West of Espola Rd Poway 14,000 6,080 B 0.435 6,131 B 0.438 51 0.003 No Continued on Next Page LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 60 TABLE 9–2 NEAR-TERM (OPENING YEAR 2025) STREET SEGMENT OPERATIONS Street Segment Jur. Existing Capacity (LOS E) a Near-Term (Opening Year 2025) Near-Term (Opening Year 2025) With Project Project Volumes Δ e V/C Sig? ADT b LOS c V/C d ADT LOS V/C Continued from Previous Page Footnotes: a. Capacities based on City of Poway and City of San Diego Roadway Classification & LOS tables (See Appendix B). b. Average Daily Traffic c. Level of Service d. Volume to Capacity ratio e. Δ denotes a Project-induced increase in the Volume to Capacity ratio General Notes: 1. Jur = Jurisdiction 2. Sig = Significant impact, yes or no 3. DNE = Does not exist LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 61 TABLE 9–3 NEAR-TERM (OPENING YEAR 2025) RAMP METER ANALYSIS – FIXED RATE Location Peak Hour a Near-Term (Opening Year 2025) Volume Peak Hour Demand (D) b Meter Rate (R) c Excess Demand (E) (veh) Delay (min) Queue (ft )d SOV HOV Rancho Bernardo Rd WB to I-15 SB (1 SOV+1 HOV) Near-Term (Opening Year 2025) AM 524 58 524 492 32 3.9 800 Near-Term (Opening Year 2025) With Project AM 548 61 548 492 56 6.8 1400 Project Increase AM 24 3 24 — 24 2.9 600 Rancho Bernardo Rd WB to I-15 NB (1 SOV+1 HOV) Near-Term (Opening Year 2025) PM 463 38 463 475 0 0 0 Near-Term (Opening Year 2025) With Project PM 470 38 470 475 0 0 0 Project Increase PM 7 — 7 — — — — Footnotes: a. Selected peak hour based on period when ramp meter is operating. b. Peak hour demand in vehicles/hour/lane for SOV and HOV lanes. c. Meter rate “R” is the most restrictive rate at which the ramp meter (signal) discharges traffic onto the freeway (obtained from Caltrans). The discharge rate varies during the peak hour depending on the mainline volumes. d. Queue calculated assuming vehicle length of 25 feet. General Notes: 1. SOV = Single Occupancy Vehicle, HOV = High Occupancy Vehicle 2. Lane utilization factor accounted for in peak hour demand calculation. (HOV % observed from PeMS data). LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 62 TABLE 9–4 NEAR-TERM (OPENING YEAR 2025) FREEWAY SEGMENT OPERATIONS Freeway Segment Dir. Lanes a Near-Term (Opening Year 2025) Near-Term (Opening Year 2025) With Project Δ V/C f Sig? Volume b V/C c Density d LOS e Volume V/C Density LOS AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM Interstate 15 North of Rancho Bernardo Rd NB 5M 6,138 9,399 0.647 0.990 22.2 43.9 C E 6,148 9,406 0.648 0.991 22.3 44.0 C E 0.001 0.001 No SB 5M 11,117 7,927 1.171 0.835 >45.0 31.6 F D 11,123 7,941 1.172 0.837 >45.0 31.7 F D 0.001 0.002 No South of Rancho Bernardo Rd NB 5M 7,519 9,424 0.792 0.993 29.1 44.2 D E 7,535 9,464 0.794 0.997 29.2 44.6 D E 0.002 0.004 No SB 5M 10,460 9,109 1.102 0.959 >45.0 41.0 F E 10,487 9,129 1.105 0.961 >45.0 41.1 F E 0.003 0.002 No Footnotes: a. Lane geometry taken from PeMS lane configurations at corresponding postmile. b. Existing volume calculated from most recent Caltrans Traffic Census Program Peak Hour Volume Data (2017). See Table 6–3 for K and D factors. Cumulative growth added to existing volumes to arrive at Near-Term (Opening Year 2025). c. V/C = (Peak Hour Volume/Hourly Capacity) d. Density measures passenger cars per mile per lane. Density = Flow Rate (passenger-cars/hour/lane) ÷ Speed (average passenger-car speed in mph). e. Level of Service f. “Δ” denotes the Project-induced increase in V/C. Per City Guidelines, a significant impact occurs when the V/C is increased by greater than 0.01 for LOS E or LOS F. General Note: 1. M = Mainline 2. A = Auxiliary 3. Sig? = Significant impact, yes or no. LOS Density Range (pc/mi/ln) A 0 – 11 B > 11 – 18 C > 18 – 26 D > 26 – 35 E > 35 – 45 F > 45 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 63 10.0 HORIZON YEAR 2035 CONDITIONS The following summarizes the assumptions and methods used to assess Horizon Year 2035 street system conditions and traffic volumes. 10.1 Horizon Year 2035 Network Conditions LLG conducted a review of the City of Poway Master Transportation Element, Rancho Bernardo Community Plan Circulation Element, Rancho Bernardo Public Facilities Financing Plan FY 2014, and the SANDAG Series 12 and 13 Traffic Models to identify future network changes in the study area. Specifics on future infrastructure improvements to the circulation network affecting the auto analysis are mentioned below: Espola Road Safety Improvement Project – Capital Improvement Projects Status Report (February 2018) CIP #12010: This project involves improving the safety for those who walk, jog, cycle, or ride horses along Espola Road between Poway High School (Titan Way) and Twin Peaks Road. No vehicular auto enhancements are proposed. Therefore, no auto capacity improvements were assumed in the analysis. Poway Road Corridor Project – Capital Improvement Projects Status Report (February 2018) CIP #12009: This project seeks to improve land use, transportation, design/aesthetics, and economic development for Poway Road. The transportation analysis will result in recommendations for appropriate transportation improvements along the project corridor. The project is currently in the design stage. Therefore, no auto capacity improvements were assumed in the analysis. 10.2 Horizon Year 2035 Traffic Volumes In order to forecast Year 2035 roadway segment volumes without the Project, LLG conducted a review of the City of Poway Master Transportation Element Year 2030 traffic volumes and the SANDAG Series 12 and 13 Year 2035 traffic model volumes. In accordance with the industry standard methodology for forecasting Year 2035 volumes, LLG compared the Poway Year 2008 (base year) to the Poway Year 2030 forecast, the Series 12 Year 2008 (base year) volumes to the Series 12 Year 2035 forecast, and the Series 13 Year 2012 (base year) to the Series 12 Year 2035 traffic volumes on study area roadway segments and calculated the annual growth rate over each time period for the major roads through the study area: Rancho Bernardo Road, Espola Road, Pomerado Road. The average growth rate was then applied to the Existing (Year 2018) traffic volumes used in this study to arrive at Horizon Year 2035 (without Project) traffic volumes. The peak hour turning movement volumes at an intersection were estimated from future ADT volumes using the relationship between existing peak hour turning movements and the existing ADT volumes. This same relationship can be assumed to generally continue in the future. The proposed Project traffic was then added to the baseline Year 2035 traffic volumes to arrive at Horizon Year 2035 With Project conditions. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 64 Figure 10–1 depicts the Horizon Year 2035 traffic volumes without the Project. Figure 10–2 depicts the Horizon Year 2035 With Project traffic volumes. §¨15 1 2 3 4 765 9 10 11 12 13 14 15 16 18 19 17 23 24 OldCoachRdSummerfieldGateway ParkRd BajadaRd ValleVerdeRdDelPonienteRd SoleraWy WillowRanchRd TierraBonitaRdMonteVistaRd RiosRd LaderaPiedraWayDelPasoDrRangePark Rd EdinaWay PomeradoCt EzraLnOldWineryRdDeerwoodStSummerSageRdTamOShanterBernardoPlazaCtCloudcroftDr TitanWyStAndrewsDrAvenidaLaValencia WorldTradeDr DuendaRd BernardoHeightsPky PaseoDelVeranoDel Diablo Way MidlandRdP o bla do R d AvenidaFlorenciaM a tin alR d W estB e rnardoD rBernardoOaksDr BernardoCenterDrPenasquitosDrGreensEastRd MartincoitRdMadrigalSt D el No rt e AndorraWayStoneCanyonRdBernardoOak s Dr RanchoCarmelDrLomicaDr C aminoSanBernardoTwin PeaksRdPaseoLucido Lake PowayRd Sinto n t eDrCarmelValleyRdCarme lM o u ntainRdEspolaRd Rancho BernardoRd EspolaRdPomeradoRdPomeradoRdHighland R an ch Rd CaminoDelNorte TedWilliamsPkyTwinPeaksRd CaminoDelNorte P O W A YPOWAYSAN D I E G OSAN D I E G O S .D . C O U N T YS.D . C O U N T Y 52,600 5,010 6,930 21,87033,64026,000 18,860 41,600 22,36024,08029,20021,01049,200 3,150 5,010 2,44025,800 26,700 6,170 29,600 1,44030,00033,64039,000 20,71026,100 21,010 28,200 34,1002,440 46,400 25,620 450 11,5 20 18,810 30,5209801,69049033,600 74015,5002 1, 0 102,77031,70015,9303,3 2 0 1,690247,000256,00010,721/9,3367,706/9,65912,008/8,5626,630/10,1538 22 21 20 25 Time: 11:46 AMDate: 10/25/2019N:\3015\Figures Horizon Year 2035 Traffic Volumes Figure 10-1 [ The Farm in Poway (Page 1 of 2) Study Intersection Project Site Jurisdiction Boundary Segment ADT Freeway AM/PM Peak Hour Volume LOS LOS A,B LOS C LOS D LOS E,F # x,xxx x / x ??????LLDLJJJLLDJ L LJDLJDLJDD LJLJDDLJDLJD LJJDLD LJJDLD LJLJDLJDLJD LJDLJDLJDLJD LJDJDLD LJLDLJJDLJDLJLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDJ LL LJJDD LDDJLJDLJDLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDJ JLDLJDD JLDD JL JJ JJ¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤ ¤¤¤¤¤¤¤¤ ¤¤¤¤¤¤Stone Canyon RdAvenida FlorenciaAvenida La ValenciaPomerado RdPomerado RdPomerado RdTwin Peaks RdLake Poway Rd Rancho Bernardo Rd Martincoit RdDel NorteEspola RdPomerado RdPomerado RdEspola RdEspola RdEspola RdCloudcroft DrOld Coach RdRancho Bernardo Rd Espola Rd Stone Canyon Rd Espola Rd Rancho Bernardo Rd Rancho Bernardo Rd Martincoit RdStone Canyon Rd DrwyStone Canyon Rd Pomerado RdPomerado RdPomerado RdTwin Peaks Rd Del NorteAvenida La ValenciaDrwyBernardo Heights Pkwy Rios Rd Espola RdEspola RdPomerado RdEden Grove Pomerado RdAvenida La ValenciaRios RdTitan Way Higa PlEspola Rd Bridewood RdMartincoit RdLake Poway RdEspola Rd Espola RdSt Andrews DrValle Verde RdSt Andrews DrEspola Rd Espola Rd Valle Verde RdValle Verde RdAvenida FlorenciaEspola RdEspola Rd Summerfield LnEspola Rd Valle Verde RdPomerado RdPomerado RdRancho Bernardo RdRancho Bernardo Rd Bernardo Center DrBernardo Center DrRancho Bernardo RdI-15 NB on-rampI-15 NB RampsRancho Bernardo Rd I-15 SB on-rampI-15 SB RampsEspola Rd Stone Canyon Rd Twin Peaks Rd Twin Peaks Rd Espola Rd 1 2 3 4 8765 9 10 11 12 16151413 17 18 19 20 21 22 686 / 902 1,298 / 550537 / 343634 / 5631,492 / 1,191 941 / 1,847 1,268 / 1,110256 / 536 414 / 911 858 / 6441,064 / 1,279 520 / 555230 / 297431 / 278196 / 204136 / 159982 / 770168 / 143 113 / 267244 / 481269 / 546314 / 340 392 / 429818 / 1,038 217 / 199704 / 358325 / 267155 / 290 317 / 349834 / 520238 / 178 140 / 130372 / 959162 / 313232 / 213529 / 746 1,421 / 1,08021 / 17 45 / 1328 / 2111 / 251,085 / 1,291 1,387 / 1,04443 / 34 44 / 4018 / 2115 / 271,062 / 1,208 426 / 2793 / 897 / 6288 / 79950 / 75914 / 17 21 / 1013 / 1316 / 1716 / 21680 / 876376 / 324 7 / 7382 / 2473 / 28 / 33 / 4135 / 81 44 / 121390 / 27626 / 2528 / 302 / 33 / 3 839 / 79196 / 22 77 / 40204 / 76186 / 51601 / 913 55 / 3032 / 1520 / 20869 / 804 928 / 94720 / 48 80 / 800 / 436 / 1819 / 17727 / 708 12 / 04 / 0120 / 5338 / 113881 / 83155 / 66 104 / 31794 / 74916 / 77 / 462 / 613 / 59 21 / 14610 / 61321 / 2122 / 125 / 381 / 38 199 / 79548 / 83114 / 108 / 60 / 423 / 10 12 / 12571 / 665424 / 121288 / 1020 / 257 / 41 453 / 43410 / 13620 / 522226 / 751 371 / 52132 / 51 884 / 3978 / 1740 / 8 368 / 546 12 / 1161 / 33 13 / 351,239 / 7579 / 2726 / 1622 / 14131 / 46 51 / 90756 / 1,60617 / 2841 / 144 / 1512 / 12 8 / 81,431 / 77423 / 4349 / 316 / 989 / 52 51 / 109779 / 1,82715 / 138 / 94 / 99 / 12 35 / 311,473 / 84224 / 2632 / 306 / 3227 / 122 199 / 206749 / 1,88214 / 2118 / 159 / 2637 / 76 484 / 2361,217 / 7299 / 87 / 150 / 20 / 4 11 / 0714 / 1,548227 / 249310 / 1746 / 0315 / 499 359 / 389828 / 867405 / 420446 / 4891,412 / 1,17019 / 23 12 / 26789 / 1,096551 / 598456 / 5691,169 / 1,556273 / 304 30 / 2624 / 52 / 56 / 589 / 324 / 3 3 / 414 / 1314 / 77 / 1231 / 10816 / 27 2 / 0194 / 209 19 / 235 / 52 / 4209 / 127 18 / 27 2 / 031 / 3922 / 47 53 / 42166 / 97 41 / 27126 / 58D C C D A C D E B BBD D BBE F AEE B A C D D E A C C C A BAC B BBD F AFC B A Time: 4:51 PM Date: 1/15/2020 N:\3015\Figures The Farm in Poway Horizon Year 2035 Traffic Volumes Figure 10-1 (Page 2 of 2) Study Intersections Intersection AM / PM Peak Hour Volumes LOS AM LOS PM LOS LOS A,B LOS C LOS D LOS E,F DJL # §¨15 1 2 3 4 765 9 10 11 12 13 14 15 16 18 19 17 23 24 OldCoachRdSummerfieldGateway ParkRd BajadaRd ValleVerdeRdDelPonienteRd SoleraWy WillowRanchRd TierraBonitaRdMonteVistaRd RiosRd LaderaPiedraWayDelPasoDrRangePark Rd EdinaWay PomeradoCt EzraLnOldWineryRdDeerwoodStSummerSageRdTamOShanterBernardoPlazaCtTitanWy Cloudcroft DrStAndrewsDr AvenidaLaValenciaWorldTradeDr DuendaRd BernardoHeightsPky PaseoDelVeranoDel Diablo Way MidlandRdP o bla do R d AvenidaFlorenciaM a tin alR d W estB e rnardoD rBernardoOaksDr BernardoCenterDrPenasquitosDrGreensEastRd MartincoitRdMadrigalSt D el No rt e AndorraWayStoneCanyonRdBernardoOak s Dr RanchoCarmelDrLomicaDr C aminoSanBernardoTwin PeaksRdPaseoLucido Lake PowayRd Sinto n t eDrCarmelValleyRdCarme lM o u ntainRdEspolaRd Rancho BernardoRd EspolaRdPomeradoRdPomeradoRdHighland R an ch Rd CaminoDelNorte TedWilliamsPkyTwinPeaksRd CaminoDelNorte P O W A YPOWAYSAN D I E G OSAN D I E G O S .D . C O U N T YS.D . C O U N T Y 26 52,701 5,162 6,981 22,12334,09527,767 19,441 42,560 22,41124,20729,70521,59149,932 3,176 5,162 2,46626,103 27,029 6,221 30,736 1,51630,20234,09539,177 22,42727,766 21,591 28,529 34,2012,466 46,577 27,261 526 11,5 71 19,467 30,8742,3981,0061,71654134,736 84116,1315052 1, 5 912,87132,15516,5873,3 9 6 1,741247,631256,22810,748/9,3567,722/9,69912,014/8,5766,640/10,1608 22 21 20 25 Time: 11:47 AMDate: 10/25/2019N:\3015\Figures Horizon Year 2035 with Project Traffic Volumes Figure 10-2 [ The Farm in Poway (Page 1 of 2) Study Intersection Project Site Jurisdiction Boundary Segment ADT Freeway AM/PM Peak Hour Volume LOS LOS A,B LOS C LOS D LOS E,F # x,xxx x / x ??????LLDLJJJLLDJ L LJDLJDLJDD LJLJDDLJDLJD LJJDLD LJJDLD LJLJDLJDLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDLDLJJDLJDLJLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDJ LL LJJDD LDDJLJDLJDLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDLJDLJDLJD LJDJ JLDLJDD JLDD JL JJD LJLJD JJD L¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤¤ ¤¤¤¤¤¤¤¤ ¤¤¤¤¤¤¤¤ ¤ Higa PlEden Grove Espola RdEspola Rd Avenida FlorenciaPomerado RdPomerado RdPomerado RdLake Poway Rd Rancho Bernardo Rd Cloudcroft DrCloudcroft DrTam O Shanter DrTam O Shanter DrPVT Street 'A'PVT Street 'E'Boca Ration LnTam O Shanter DrMartincoit RdMartincoit RdStone Canyon RdStone Canyon Rd DrwyStone Canyon RdDel NortePomerado RdPomerado RdPomerado RdTwin Peaks Rd Del NorteAvenida La ValenciaAvenida La ValenciaDrwyBernardo Heights PkwyStone Canyon Rd Espola RdRios Rd Espola RdTwin Peaks Rd Espola RdPomerado RdPomerado RdPomerado RdPomerado RdAvenida La ValenciaEspola RdRios RdTitan Way Twin Peaks RdEspola Rd Private Street 'A'Espola RdBridewood RdLake Poway Rd Martincoit RdEspola Rd Espola RdCloudcroft DrOld Coach RdEspola RdValle Verde RdSt Andrews DrEspola Rd Valle Verde RdValle Verde RdAvenida FlorenciaEspola Rd Summerfield LnValle Verde RdRancho Bernardo RdPomerado RdPomerado RdRancho Bernardo Rd Rancho Bernardo Rd Bernardo Center DrBernardo Center DrRancho Bernardo RdI-15 NB on-rampI-15 NB RampsRancho Bernardo RdRancho Bernardo Rd I-15 SB on-rampRancho Bernardo RdI-15 SB RampsEspola Rd Cloudcroft Ct Stone Canyon Rd Twin Peaks Rd Espola Rd Espola Rd Espola RdEspola Rd St Andrews Dr 1 2 3 4 8765 9 10 11 12 16151413 17 18 19 20 21 22 23 24 25 686 / 902 1,298 / 550543 / 357661 / 5831,496 / 1,194 943 / 1,853 1,299 / 1,133266 / 543 414 / 911 858 / 6441,072 / 1,299 536 / 595230 / 297431 / 278197 / 207138 / 1611,023 / 800173 / 147 116 / 275244 / 481269 / 546314 / 340 392 / 429842 / 1,098 217 / 199704 / 358330 / 280155 / 290 326 / 355882 / 556251 / 187 147 / 149372 / 959162 / 313232 / 213557 / 817 1,491 / 1,13122 / 18 46 / 1528 / 2111 / 251,125 / 1,394 1,458 / 1,09647 / 37 46 / 4618 / 2115 / 271,103 / 1,313 428 / 2813 / 897 / 6288 / 791,023 / 81214 / 17 21 / 1013 / 1316 / 1716 / 21722 / 984377 / 327 7 / 7382 / 2473 / 28 / 33 / 4137 / 83 45 / 124390 / 27626 / 2528 / 302 / 33 / 3 73 / 534 / 325 / 1815 / 37839 / 79196 / 22 77 / 402 / 6204 / 76186 / 51601 / 91342 / 108 55 / 3035 / 1722 / 25884 / 841 953 / 96520 / 48 80 / 800 / 436 / 1819 / 17744 / 750 12 / 04 / 0120 / 5338 / 113909 / 85155 / 66 104 / 31821 / 76817 / 88 / 482 / 613 / 59 21 / 14626 / 65321 / 2122 / 125 / 381 / 38 201 / 81573 / 84814 / 108 / 60 / 423 / 10 12 / 12586 / 702424 / 121288 / 1020 / 258 / 44 459 / 45010 / 13634 / 532226 / 751 382 / 52832 / 51 884 / 3978 / 1740 / 8 377 / 567 12 / 1161 / 33 13 / 351,252 / 7669 / 2726 / 1622 / 14132 / 47 52 / 92763 / 1,62517 / 2841 / 144 / 1512 / 12 8 / 81,445 / 78423 / 4349 / 316 / 990 / 53 52 / 111787 / 1,84815 / 138 / 94 / 99 / 12 35 / 311,488 / 85324 / 2632 / 306 / 3234 / 127 202 / 216758 / 1,90514 / 2118 / 159 / 2637 / 76 486 / 2381,237 / 7439 / 87 / 150 / 20 / 4 11 / 0725 / 1,578227 / 249310 / 1746 / 0316 / 502 367 / 394832 / 871413 / 425451 / 5011,412 / 1,17019 / 23 12 / 26791 / 1,102551 / 598456 / 5691,169 / 1,556277 / 316 31 / 2727 / 72 / 56 / 589 / 324 / 3 3 / 415 / 1714 / 77 / 1231 / 10817 / 29 2 / 0196 / 215 22 / 255 / 52 / 4213 / 130 19 / 31 2 / 031 / 3922 / 47 53 / 42168 / 103 41 / 27130 / 6187 / 4540 / 681 / 21 / 1 88 / 461 / 1 41 / 701 / 289 / 4741 / 711 / 21 / 0 D C C D A C D E B CCD D BBE F AEE B A A A A D D D E A D C C B BBC B CBD F AFC B A A A A Time: 10:46 AM Date: 1/16/2020 N:\3015\Figures The Farm in Poway Horizon Year 2035 with Project Traffic Volumes Figure 10-2 Study Intersections Intersection AM / PM Peak Hour Volumes LOS AM LOS PM LOS LOS A,B LOS C LOS D LOS E,F DJL # (Page 2 of 2) LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 67 11.0 HORIZON YEAR 2035 AUTO ANALYSIS 11.1 Horizon Year 2035 11.1.1 Peak Hour Intersection Operations Table 11–1 summarizes the peak hour intersection operations for the Horizon Year 2035 condition. As seen in Table 11–1, with the addition of cumulative projects traffic, all intersections are calculated to operate at acceptable LOS D or better except for the following: Intersection #4/ Pomerado Road / Rancho Bernardo Road – LOS E during the PM peak hour (City of San Diego) Intersection #8. Valle Verde Road / St. Andrews Drive – LOS E during the AM peak hour (City of Poway) Intersection #14. Espola Road / Twin Peaks Road – LOS E during the AM peak hour (City of Poway) Intersection #17. Pomerado Road / Stone Canyon Road – LOS F during the AM/PM peak hours (City of San Diego) Intersection #18. Pomerado Road / Bernardo Heights Parkway – LOS E during the AM peak hour (City of San Diego) Intersection #19. Pomerado Road / Twin Peaks Road – LOS E/F during the AM/PM peak hours (City of Poway) Appendix I contains the peak hour intersection analysis worksheets for the Horizon Year 2035 condition. 11.1.2 Daily Street Segment Operations Table 11–2 summarizes the key segment operations in the study area for the Horizon Year 2035 condition. As seen in Table 11–2, with the addition of cumulative projects traffic, all study area segments are calculated to operate at LOS D or better, except the following: Segment #1. Rancho Bernardo Road, W. Bernardo Drive to I-15 SB Ramps – LOS F (City of San Diego) Segment #30. Avenida La Valencia, Pomerado Road to Avenida Florencia – LOS E (City of Poway) 11.1.3 Peak Hour Freeway Ramp Meter Operations Table 11–3 summarizes the operations of the on-ramp meter for the Horizon Year 2035 condition. The results of the ramp meter analysis are shown below. Rancho Bernardo Road WB to I-15 SB: Under the Horizon Year 2035 conditions, this ramp is calculated to operate with 9.5 minutes of delay during the AM peak hour. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 68 Rancho Bernardo Road WB to I-15 SB: Under the Horizon Year 2035 conditions, this ramp is calculated to operate with 3.0 minutes of delay during the PM peak hour. 11.1.4 Peak Hour Freeway Segment Operations Table 11–4 shows the freeway mainline segment analyses for the Horizon Year 2035 condition. As seen in Table 11–4, the study area freeway mainline segments of I-15 are calculated to continue to operate at LOS D or better conditions except for the following: Mainline #1. I-15 north of Rancho Bernardo Road o Northbound – LOS F (PM peak hour) o Southbound – LOS F/E (AM/PM peak hours) Mainline #2. I-15 south of Rancho Bernardo Road o Northbound – LOS F (PM peak hour) o Southbound – LOS F/E (AM/PM peak hours) 11.2 Horizon Year 2035 With Project 11.2.1 Peak Hour Intersection Operations Table 11–1 summarizes the peak hour intersection operations for Horizon Year 2035 With Project conditions. As seen in Table 11–1, with the addition of cumulative projects and Project traffic all intersections are calculated to continue to operate at acceptable LOS D or better except for the following: Intersection #4/ Pomerado Road / Rancho Bernardo Road – LOS E during the PM peak hour (City of San Diego) Intersection #8. Valle Verde Road / St. Andrews Drive – LOS E during the AM peak hour (City of Poway) Intersection #14. Espola Road / Twin Peaks Road – LOS E during the AM peak hour (City of Poway) Intersection #17. Pomerado Road / Stone Canyon Road – LOS F during the AM/PM peak hours (City of San Diego) Intersection #18. Pomerado Road / Bernardo Heights Parkway – LOS E during the AM peak hour (City of San Diego) Intersection #19. Pomerado Road / Twin Peaks Road – LOS E/F during the AM/PM peak hours (City of Poway) The Project-related increase in delay at the two intersections shown bolded and underlined above exceeds the allowable threshold based on the applied criteria. Therefore, one (1) significant cumulative impact is calculated at this location. The Project-related increase in delay at the remaining intersections is less than the allowable threshold. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 69 Appendix J contains the peak hour intersection analysis worksheets for the Horizon Year 2035 With Project condition. 11.2.2 Daily Street Segment Operations Table 11–2 summarizes the key segment operations in the study area for the Horizon Year 2035 With Project conditions. As seen in Table 11–2, all study area segments are calculated to continue to operate at LOS D or better, except for: Segment #1. Rancho Bernardo Road, W. Bernardo Drive to I-15 SB Ramps – LOS F (City of San Diego) Segment #30. Avenida La Valencia, Pomerado Road to Avenida Florencia – LOS E (City of Poway) Based on the applied significance criteria, no significant cumulative impacts were calculated with the addition of Project traffic. 11.2.3 Peak Hour Freeway Ramp Meter Operations Table 11–3 summarizes the operations of the on-ramp meter for the Horizon Year 2035 With Project condition. The results of the ramp meter analysis are shown below. Rancho Bernardo Road WB to I-15 SB: Under the Horizon Year 2035 + Project conditions, this ramp is calculated to operate with 12.6 minutes of delay during the AM peak hour. Rancho Bernardo Road WB to I-15 SB: Under the Horizon Year 2035 conditions, this ramp is calculated to continue to operate with 3.0 minutes of delay during the PM peak hour. No significant cumulative impacts to study area ramp meters are determined as both ramp meters are calculated operate with less than fifteen minutes of delay. 11.2.4 Peak Hour Freeway Segment Operations Table 11–4 shows the freeway segment analyses for the Horizon Year 2035 condition. As seen in Table 11–4, the study area freeway mainline segments of I-15 are calculated to continue to operate at LOS D or better conditions except for the following: Mainline #1. I-15 north of Rancho Bernardo Road o Northbound – LOS F (PM peak hour) o Southbound – LOS F/E (AM/PM peak hours) Mainline #2. I-15 south of Rancho Bernardo Road o Northbound – LOS F (PM peak hour) o Southbound – LOS F/E (AM/PM peak hours) LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 70 Based on the established significance criteria, no significant cumulative impacts were calculated with the addition of Project traffic on the freeway segments since the Project-induced change in V/C is less than 0.01 for LOS E or F operating freeway segments. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 71 TABLE 11–1 HORIZON YEAR 2035 INTERSECTION OPERATIONS Intersection Jur. Control Type Peak Hour Horizon Year 2035 Horizon Year 2035 With Project Δ c Delay Sig? Delay a LOS b Delay LOS 1. I-15 SB Ramps/ Rancho Bernardo Rd Caltrans/ San Diego Signal AM 45.8 D 48.6 D 2.8 No PM 31.6 C 31.7 D 0.1 2. I-15 NB Ramps/ Rancho Bernardo Rd Caltrans/ San Diego Signal AM 30.6 C 30.7 C 0.1 No PM 44.0 D 50.7 D 6.7 3. Bernardo Center Dr/ Rancho Bernardo Rd San Diego Signal AM 32.5 C 33.9 C 1.4 No PM 44.0 D 45.7 D 1.7 4. Pomerado Rd/ Rancho Bernardo Rd San Diego Signal AM 47.2 D 49.8 D 2.6 No PM 69.9 E 70.2 E 0.3 5. Summerfield Ln/ Espola Rd/ Rancho Bernardo Rd Poway Signal AM 5.2 A 5.2 A 0.0 No PM 4.7 A 4.7 A 0.0 6. Avenida Florencia/ Espola Rd Poway MSSC d AM 23.1 C 24.7 C 1.6 No PM 23.0 C 25.8 D 2.8 7. Valle Verde Rd/ Espola Rd Poway Signal AM 49.2 D 53.0 D 3.8 No PM 21.7 C 22.6 C 0.9 8. Valle Verde Rd/ St Andrews Dr Poway MSSC AM 42.8 E 43.6 E 0.8 No PM 18.4 C 18.5 C 0.1 9. Martincoit Rd/ Espola Rd Poway Signal AM 11.2 B 23.4 C 12.2 No PM 7.3 A 15.6 B 8.3 10. Cloudcroft Dr/ Espola Rd Poway MSSC AM 29.5 D 32.7 D 3.2 No PM 18.8 C 20.2 C 1.4 11. Old Coach Rd/ Espola Rd Poway Signal AM 13.6 B 13.7 B 0.1 No PM 10.0 A 10.0 B 0.0 12. Espola Rd/ Lake Poway Rd Poway Signal AM 19.4 B 20.4 C 1.0 No PM 15.0 B 15.0 B 0.0 13. Espola Rd/Eden Grove/ Titan Wy Poway Signal AM 46.9 D 48.1 D 1.2 No PM 12.6 B 12.7 B 0.1 14. Espola Rd/ Twin Peaks Rd Poway Signal AM 60.3 E 61.6 E 1.3 No PM 53.7 D 54.4 D 0.7 15. Pomerado Rd/ Rios Rd San Diego Signal AM 11.1 B 11.4 B 0.3 No PM 14.7 B 15.1 B 0.4 16. Pomerado Rd/ Avenida La Valencia San Diego Signal AM 10.8 B 11.0 B 0.2 No PM 19.4 B 20.5 C 1.1 Continued on Next Page LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 72 TABLE 11–1 HORIZON YEAR 2035 INTERSECTION OPERATIONS Intersection Jur. Control Type Peak Hour Horizon Year 2035 Horizon Year 2035 With Project Δ c Delay Sig? Delay a LOS b Delay LOS Continued from Previous Page 17. Pomerado Rd/ Stone Canyon Rd San Diego Signal AM 123.6 F 129.4 F 5.8 Yes PM 130.0 F 137.2 F 7.2 18. Pomerado Rd/ Bernardo Hts Pkwy San Diego Signal AM 63.0 E 63.7 E 0.7 No PM 29.8 C 30.3 C 0.5 19. Pomerado Rd/ Twin Peaks Rd Poway Signal AM 68.9 E 69.8 E 0.9 No PM 87.7 F 88.3 F 0.6 20. Avenida Florencia/ Avenida La Valencia Poway AWSC e AM 7.6 A 7.6 A 0.0 No PM 7.7 A 7.7 A 0.0 21. Del Norte/ Stone Canyon Rd Poway AWSC AM 9.6 A 9.7 A 0.1 No PM 8.7 A 8.8 A 0.1 22. Martincoit Rd/ Stone Canyon Rd Poway MSSC AM 9.9 A 10.0 A 0.1 No PM 7.9 A 7.9 A 0.0 23. Boca Raton Ln/ Drwy "E" Poway DNE/ MSSC AM — — 7.3 A — No PM — — 7.3 A — 24. Tam O’Shanter Dr/ Drwy "A" Poway DNE/ MSSC AM — — 7.3 A — No PM — — 7.3 A — 25. Tam O’Shanter Dr / Cloudcroft Dr Poway MSSC AM — — 7.3 A — No PM — — 7.3 A — Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service c. Δ denotes the increase in delay due to Project. d. Two-Way Stop Controlled intersection. Minor street left turn delay reported. e. All-Way Stop Controlled intersection. Average intersection delay reported. General Notes: 1. Sig = Significant impact, yes or no. 2. Jur. = Jurisdiction 3. DNE = Does not exist. 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. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 73 TABLE 11–2 HORIZON YEAR 2035 STREET SEGMENT OPERATIONS Street Segment Jur. Existing Capacity (LOS E) a Horizon Year 2035 Horizon Year 2035 With Project Project Volumes Δ e V/C Sig? ADT b LOS c V/C d ADT LOS V/C Rancho Bernardo Rd 1. W. Bernardo Dr to I-15 SB Ramps Caltrans/ San Diego 40,000 52,600 F 1.315 52,701 F 1.318 101 0.003 No 2. I-15 SB Ramps to I-15 NB Ramps Caltrans/ San Diego 50,000 49,200 D 0.984 49,932 D 0.999 732 0.015 No 3. I-15 NB Ramps to Bernardo Center Dr Caltrans/ San Diego 50,000 41,600 D 0.832 42,560 D 0.852 960 0.020 No 4. Bernardo Center Dr to Bernardo Oaks Dr San Diego 40,000 33,600 D 0.840 34,736 D 0.869 1136 0.029 No 5. Pomerado Rd to Summerfield Ln San Diego 40,000 25,620 C 0.641 27,261 C 0.682 1641 0.041 No Espola Rd 6. Summerfield Ln to Avenida Florencia Poway 41,000 26,100 C 0.637 27,766 D 0.678 1666 0.041 No 7. Avenida Florencia to Valle Verde Rd Poway 41,000 26,000 C 0.635 27,767 D 0.678 1767 0.043 No 8. Valle Verde Rd to Martincoit Rd Poway 41,000 20,710 C 0.506 22,427 C 0.547 1717 0.041 No 9. Martincoit Rd to Cloudcroft Dr Poway 31,000 18,860 C 0.609 19,441 C 0.628 581 0.019 No 10. Cloudcroft Dr to Old Coach Rd Poway 31,000 18,810 C 0.607 19,467 C 0.628 657 0.021 No 11. Old Coach Rd to Lake Poway Rd Poway 31,000 15,930 C 0.514 16,587 C 0.536 657 0.022 No 12. Lake Poway Rd to Titan Wy Poway 41,000 15,500 B 0.379 16,131 B 0.394 631 0.015 No 13. Titan Wy to Willow Ranch Rd Poway 41,000 21,010 C 0.513 21,591 C 0.527 581 0.014 No 14. Willow Ranch Rd to Del Poniente Rd Poway 29,000 21,010 D 0.725 21,591 D 0.745 581 0.020 No 15. Del Poniente Rd to Twin Peak Rd Poway 29,000 21,010 D 0.725 21,591 D 0.745 581 0.020 No 16. Twin Peaks Rd to Ezra Ln Poway 29,000 21,870 D 0.755 22,123 D 0.763 253 0.009 No Pomerado Rd 17. Pomerado Ct to Rancho Bernardo Rd San Diego 40,000 30,000 D 0.750 30,202 D 0.756 202 0.007 No 18. Rancho Bernardo Rd to Rios Rd San Diego 40,000 25,800 C 0.645 26,103 C 0.653 303 0.009 No 19. Rios Rd to Avenida La Valencia San Diego 40,000 28,200 C 0.705 28,529 C 0.714 329 0.010 No 20. Avenida La Valencia to Stone Canyon Rd San Diego 40,000 30,520 D 0.763 30,874 D 0.772 354 0.010 No Continued on Next Page LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 74 TABLE 11–2 HORIZON YEAR 2035 STREET SEGMENT OPERATIONS Street Segment Jur. Existing Capacity (LOS E) a Horizon Year 2035 Horizon Year 2035 With Project Project Volumes Δ e V/C Sig? ADT b LOS c V/C d ADT LOS V/C Continued from Previous Page Pomerado Rd (cont.) 21. Stone Canyon Rd to Bernardo Heights Pkwy San Diego 40,000 29,200 C 0.730 29,705 C 0.743 505 0.013 No 22. Bernardo Heights Pkwy to Gateway Park Rd Poway 50,000 33,640 C 0.673 34,095 C 0.682 455 0.010 No 23. Gateway Park Rd to Monte Vista Rd Poway 50,000 33,640 C 0.673 34,095 C 0.682 455 0.010 No 24. Monte Vista Rd to Twin Peaks Rd Poway 50,000 31,700 C 0.634 32,155 C 0.644 455 0.010 No 25. Twin Peaks Rd to Ted Williams Pkwy Poway 50,000 34,100 C 0.682 34,201 C 0.685 101 0.003 No Bernardo Center Dr 26. Bajada Rd to Rancho Bernardo Rd San Diego 40,000 22,360 C 0.559 22,411 C 0.561 51 0.002 No 27. Rancho Bernardo Rd to Bernardo Plaza Ct San Diego 40,000 24,080 C 0.602 24,207 C 0.606 127 0.004 No Rios Rd 28. Pomerado Rd to Summerfield Ln San Diego 3,500 2,440 D 0.698 2,466 D 0.705 26 0.008 No Summerfield Ln 29. Rios Rd to Rancho Bernardo Rd Poway 3,800 2,440 D 0.643 2,466 D 0.649 26 0.007 No Avenida La Valencia 30. Pomerado Rd to Avenida Florencia Poway 3,800 3,150 E 0.829 3,176 E 0.836 26 0.008 No Avenida Florencia 31. Rancho Bernardo Rd to Avenida La Valencia Poway 3,800 740 A 0.195 841 A 0.222 101 0.027 No Del Norte 32. Avenida La Valencia to Stone Canyon Rd Poway 3,800 450 A 0.119 526 A 0.139 76 0.020 No Stone Canyon Rd 33. Pomerado Rd to Ladera Piedra Way Poway 14,000 5,010 A 0.358 5,162 A 0.369 152 0.011 No 34. Avenida Florencia to Martincoit Rd Poway 14,000 3,320 A 0.238 3,396 A 0.243 76 0.005 No Continued on Next Page LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 75 TABLE 11–2 HORIZON YEAR 2035 STREET SEGMENT OPERATIONS Street Segment Jur. Existing Capacity (LOS E) a Horizon Year 2035 Horizon Year 2035 With Project Project Volumes Δ e V/C Sig? ADT b LOS c V/C d ADT LOS V/C Continued from Previous Page Martincoit Rd 35. Rancho Bernardo Rd to Stone Canyon Rd Poway 14,000 2,770 A 0.198 2,871 A 0.206 101 0.008 No Twin Peaks Rd 36. World Trade Dr to Pomerado Rd Poway 63,000 46,400 C 0.737 46,577 C 0.740 177 0.003 No 37. Pomerado Rd to Deerwood Dr Poway 50,000 39,000 D 0.780 39,177 D 0.784 177 0.004 No 38. Tierra Bonita Rd to Espola Rd Poway 50,000 26,700 C 0.534 27,029 C 0.541 329 0.008 No Valle Verde Rd 39. Espola Rd to St Andrews Dr Poway 14,000 6,930 B 0.495 6,981 B 0.499 51 0.004 No St Andrews Dr 40. Valle Verde Rd to Tam O’Shanter Dr Poway 3,800 1,690 C 0.445 1,741 C 0.459 51 0.014 No Tam O’Shanter Dr 41. St Andrews Dr to Pvt Dr “E” Poway 3,800 1,690 C 0.445 1,716 C 0.452 26 0.008 No 42. Pvt Dr “E” to Cloudcroft Ct Poway 3,800 490 A 0.129 541 A 0.143 51 0.014 No Cloudcroft Dr 43. Cloudcroft Ct to Espola Rd Poway 3,800 1,440 B 0.379 1,516 B 0.399 76 0.020 No Bernardo Heights Pkwy 44. Paseo Lucido to Pomerado Rd San Diego 40,000 11,520 A 0.288 11,571 A 0.290 51 0.002 No Lake Poway Rd 45. East of Espola Rd Poway 14,000 980 A 0.070 1,006 A 0.072 26 0.002 No Continued on Next Page LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 76 TABLE 11–2 HORIZON YEAR 2035 STREET SEGMENT OPERATIONS Street Segment Jur. Existing Capacity (LOS E) a Horizon Year 2035 Horizon Year 2035 With Project Project Volumes Δ e V/C Sig? ADT b LOS c V/C d ADT LOS V/C Continued from Previous Page Titan Way 46. West of Espola Rd Poway 14,000 6,170 B 0.441 6,221 B 0.445 51 0.004 No Footnotes: a. Capacities based on City of Poway and City of San Diego Roadway Classification & LOS tables (See Appendix B). b. Average Daily Traffic c. Level of Service d. Volume to Capacity ratio e. Δ denotes a Project-induced increase in the Volume to Capacity ratio General Notes: 1. Jur = Jurisdiction 2. Sig = Significant impact, yes or no LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 77 TABLE 11–3 HORIZON YEAR 2035 RAMP METER ANALYSIS – FIXED RATE Location Peak Hour a Horizon Year Volume Peak Hour Demand (D) b Meter Rate (R) c Excess Demand (E) (veh) Delay (min) Queue (ft )d SOV HOV Rancho Bernardo Rd WB to I-15 SB (1 SOV+1 HOV) Horizon Year 2035 AM 570 64 570 492 79 9.6 1950 Horizon Year 2035 With Project AM 595 66 595 492 103 12.6 2575 Project Increase AM 25 2 25 — 24 3.0 625 Rancho Bernardo Rd WB to I-15 NB (1 SOV+1 HOV) Horizon Year 2035 PM 495 41 495 475 21 2.7 525 Horizon Year 2035 With Project PM 502 41 502 475 27 3.4 675 Project Increase PM 7 — 7 — 6 0.7 150 Footnotes: a. Selected peak hour based on period when ramp meter is operating. b. Peak hour demand in vehicles/hour/lane for SOV and HOV lanes. c. Meter rate “R” is the most restrictive rate at which the ramp meter (signal) discharges traffic onto the freeway (obtained from Caltrans). The discharge rate varies during the peak hour depending on the mainline volumes. d. Queue calculated assuming vehicle length of 25 feet. General Notes: 1. SOV = Single Occupancy Vehicle, HOV = High Occupancy Vehicle 2. Lane utilization factor accounted for in peak hour demand calculation. (HOV % observed from PeMS data). LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 78 TABLE 11–4 HORIZON YEAR FREEWAY SEGMENT OPERATIONS Freeway Segment Dir. Lanes a Horizon Year 2035 Horizon Year 2035 + Project Δ V/C f Sig? Volume b V/C c Density d LOS e Volume V/C Density LOS AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM AM PM Interstate 15 North of Rancho Bernardo Rd NB 5M 6,630 10,153 0.698 1.069 24.4 >45.0 C F 6,640 10,160 0.700 1.070 24.5 >45.0 C F 0.002 0.001 No SB 5M 12,008 8,562 1.265 0.902 >45.0 36.2 F E 12,014 8,576 1.265 0.903 >45.0 36.3 F E 0.000 0.001 No South of Rancho Bernardo Rd NB 5M 7,706 9,659 0.812 1.017 30.2 >45.0 D F 7,722 9,699 0.814 1.022 30.3 >45.0 D F 0.002 0.005 No SB 5M 10,721 9,336 1.129 0.984 >45.0 43.3 F E 10,748 9,356 1.132 0.985 >45.0 43.4 F E 0.003 0.001 No Footnotes: a. Lane geometry taken from PeMS lane configurations at corresponding postmile. b. Existing volume calculated from most recent Caltrans Traffic Census Program Peak Hour Volume Data (2017). See Table 6–3 for K and D factors. Cumulative growth added to existing volumes to arrive at Horizon Year 2035. c. V/C = (Peak Hour Volume/Hourly Capacity) d. Density measures passenger cars per mile per lane. Density = Flow Rate (passenger-cars/hour/lane) ÷ Speed (average passenger-car speed in mph). e. Level of Service f. “Δ” denotes the Project-induced increase in V/C. Per City Guidelines, a significant impact occurs when the V/C is increased by greater than 0.01 for LOS E or LOS F. General Note: 1. M = Mainline 2. Sig? = Significant impact, yes or no. LOS Density Range (pc/mi/ln) A 0 – 11 B > 11 – 18 C > 18 – 26 D > 26 – 35 E > 35 – 45 F > 45 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 79 12.0 PEDESTRIAN MOBILITY Improving pedestrian connections around The Farm in Poway Project area is one of the focus areas in the current study. The study puts special emphasis on locations near school zones where high walking activities are expected by students. Of particular importance is Chaparral Elementary, which is the school assigned to the Project residents. Access to Chaparral Elementary is provided by Espola Road to Valle Verde Road to Solera Way, and ultimately Tannin Drive. It is also worth noting that Painted Rock Elementary is located within the vicinity of the Project site just 750-feet south of the Espola Road/ Martincoit Road intersection. Painted Rock Elementary may frequent the Project agricultural amenities for educational opportunities. In addition, Poway is one of the popular destinations for hikers in the San Diego area. Potato Chip Rock on Mount Woodson, Lake Poway, and the Blue Sky Reserve are among some of destinations that could be accessed by roadways that are in the vicinity of the study area. In this regard, the study also investigates potential improvements by the Project that could improve trail network’s connectivity and provide better access to named locations. 12.1 Existing Pedestrian Conditions Pedestrian circulation throughout the study area is mainly provided by pathways and crossings. Few sidewalks are provided in the study area given the semi-rural character of the community. A pedestrian network inventory was conducted along street segments, which included documenting missing sidewalks, pedestrian barriers and pedestrian pathways within the Project’s sphere of influence. Figure 12–1 shows the existing pedestrian network along street segments. 12.1.1 Existing Pedestrian Demand Existing pedestrian demand was collected at every intersection in the Project study area during the commuter AM/PM peak hours, as well as the mid-day school peak hour. The average combined AM, PM and mid-day pedestrian demand for was calculated and every intersection was categorized as lower than average, average demand or higher than average demand. This represents a measure of pedestrian demand in close proximity to the Project site. Figure 12–2 shows the existing pedestrian demand in and around the study area for each of the peak hours. The following intersections were observed as “high” pedestrian activity locations within the area. Intersection #13. Espola Road/Eden Grove Road/Titan Way (AM and mid-day peak hours) Espola Road at Titan Way is the main access for Poway High School. Thus, the existence of high pedestrian demand at this intersection would be expected. Pedestrian conditions at the other intersections located near school access points experience medium levels pedestrian activity. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 80 12.2 Future Pedestrian Conditions The City of Poway Transportation Master Plan places an emphasis on reducing the dependence on automobile travel by enhancing the network of safe and direct walking routes within the City. The City’s current inventory of existing and proposed trails amounts to approximately 60 miles of multi- use trails (hiking, bicycling, and equestrian). The overall goal of the trail system is to connect recreation areas, parks, open spaces, schools, residential and commercial areas, and equestrian facilities. A review of the City of Poway Master Transportation Plan, Espola Road Safety Improvement Project, and Capital Improvements Projects Status Report was conducted to identify relevant local projects. In addition, a review of the City of San Diego Pedestrian Master Plan, Rancho Bernardo Community Plan Circulation Element, and Rancho Bernardo Public Facilities Financing Plan FY 2014 were reviewed. Table 12–1 shows the planned pedestrian improvements that were reviewed. Figure 12–1 also illustrates the future planned bicycle network. TABLE 12–1 PLANNED IMPROVEMENTS – PEDESTRIAN Project Name Source Improvements Funding Espola Road Safety Improvements Poway Master Transportation Element Provide a multi-purpose trail on the west side of Espola Road from Mountain Road to Willow Ranch Road. Design 100% Complete Estimated Construction Accessibility Compliance: Project T-9 Rancho Bernardo Public Facilities Financing Plan FY 2014 Curb Ramps, Audible Signals, and Installation of Sidewalks, based on ADA complaints within the Community. Unidentified 12.3 Pedestrian Mobility Review As part of the pedestrian mobility review, a walkshed analysis was conducted as noted below. 12.3.1 Walkshed Analysis In this study, a walkshed analysis was performed to evaluate Project site connectivity. This analysis also identifies potential locations where providing pedestrian access could improve Project site connectivity to surrounding area. The walkshed analysis was performed by identifying all access points to/from the Project site. From each access point, areas outside the Project site that could be reached by walking 0.25 miles were identified. Selected walking routes from each access point consider the existence of crosswalks, pedestrian bridges, etc. In this regard, while some areas are within the 0.25-mile buffer around the campus, they may not be reached by walking due to lack of facilities. After creating the walkshed network, the area that could be captured by walking was measured. A larger walkshed area (walkshed network) means higher connectivity between Project site and nearby areas. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 81 As shown in Figure 12–3 illustrating the walkshed analysis, the Project site in general has good connectivity with the exception of limited walkability along St. Andrews Drive abutting the majority of the residential development within the Project site where there are no direct access points. 12.4 Recommended Pedestrian Improvements As previously mentioned, the community surrounding the Project is semi-rural in character. Most roadways in the immediate vicinity of the site do not have sidewalks. Based on the review of the pedestrian network, walkshed evaluation, and City planning documents, the following pedestrian related improvements are recommended on- and off-site: On-Site Improvements In order to preserve the semi-rural character of Espola Road given its classification as a “scenic roadway”, construct a six-foot concrete sidewalk and nine-foot trail separated from the roadway by a landscaped buffer. Construct sidewalks on at least one side of all on-site roadways to connect to on-site trails, leading to the transit stop at the Espola Road/Cloudcroft Drive. Provide curb extensions, also referred to as bulb-outs at key on-site intersections, where on-street parking is proposed and feasible, to reduce crossing length and improve pedestrian visibility. Provide crosswalks on-site where trails and sidewalks meet vehicular traffic. Off-Site Improvements Enhance connectivity between the Project site and St. Andrews Drive given the residents of the Project will be assigned to Chaparral Elementary School, which is located in close proximity to the site. Therefore, special safety features at the Espola Road/ Valle Verde Road intersection should include enhanced crosswalk paving for high visibility, pedestrian signals with countdown timers, leading pedestrian interval timing, ADA compliant curb ramps, and smart adaptive signals that can adjust signal phasing and extend pedestrian walk time based upon time of day. There is currently a pedestrian trail that takes access from Valle Verde Road between Edina Way and Solera Way that meanders through private property ultimately reaching Chaparral Elementary. While it is likely that some residents use this trail to reach the school via bike or foot, it is a private HOA-maintained facility without any guarantees of remaining open. Therefore, it is recommended that the Project construct the missing connection of the five-foot contiguous sidewalk along the west side of Valle Verde Road approximately 350 feet north of Edina Way to Solera Way. The uncontrolled intersection of St. Andrews Drive and Valle Verde Road should be improved to provide a high visibility crosswalk with ADA compliant curb ramps. Provide an enhanced crosswalk at the Espola Road/Martincoit Road intersection and include a pedestrian crossing on the west leg of Espola Road. Special safety features should include enhanced crosswalk paving for high visibility, and pedestrian signals with countdown timers, leading pedestrian interval timing, ADA compliant curb ramps, and LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 82 smart adaptive signals that can adjust signal phasing and extend pedestrian walk time based upon time of day. Figure 12–4 shows the recommended pedestrian improvements. §¨15 1 2 3 4 765 9 10 11 12 13 14 15 16 18 19 17 23 24 DurhullenDr DuendaRd Bernardo H e ightsPkyPaseoDelVe ranoDel Dia blo Wa y Midl andRdPoblado Rd AvenidaFlorenciaMat ina lR d W es t B ern a rd oD rB ernardo OaksDr BernardoC e nt erDrPenasquitosDr GreensEastRd MartincoitRdMadrigalSt DelNorte AndorraWay StoneCanyonRdBernardoOa k sDrRan ch oCa rmelDr LomicaDr Camino S anBernardoTwinPeaksRdPaseoLucido LakePowayRdSinto nt eDr C armelMountainRdEspolaRdRanchoBernardoRd Esp ola RdPomeradoRd PomeradoRdHighlandRanchRd CaminoDelNorte Ted W illiamsPkyTwinPeaksRd CaminoDelNorte P O W A YPOWAYSAN D I E G OSAN D I E G O S .D . C O U N T YS.D . C O U N T Y T w i nPeaksMountai n Blue SkyEcological Reserve Poway LakeTrails Oaks NorthGolf Course Painted RockElementary School ChaparralElementary School Rancho BernardoTransit Center OldCoachRd SummerfieldGateway ParkRd BajadaR d ValleVerdeRdDel PonienteRd SoleraWy WillowRanchRd TierraBonitaRdMonteVistaRd RiosRd LaderaPiedraWayDel PasoDrRangePa r kRdEdinaWay PomeradoCt EzraLn Old W ineryRdDeerwoodStSummerSageRd TamOShanter BernardoPlazaCt Titan WyCloudcroftDrStAndrewsDr AvenidaLaValenc ia WorldTradeDr 8 22 21 20 25 LakePoway LakeRamonaTime: 1:43 PMDate: 10/25/2019N:\3015\Figures Pedestrian Network Figure 12-1 [ The Farm in Poway (Page 1 of 2) Espola Road Safety Improvements:Provide a multi-purpose trail on the west side of Espola Road from Mountain Road to Willow Ranch Road. Study Intersection Project Site Pedestrian Barrier Missing Sidewalks Nearby Walking Trails Future Trails Nearby Destinations Pedestrian Crossing Transit Center Jurisdiction Boundary # T ??????)À¼)À¼ )À¼)À¼ )À¼)À¼)À¼ )À¼ )À¼)À¼)À¼)À¼ )À¼ )À¼ )À¼)À¼)À¼)À¼ )À¼)À¼)À¼ )À¼)À¼ )À¼)À¼ )À¼¥¥¥¥¥¥fq&&fq&&fq&&fq&&f¥¥¥¥¥¥fq&&f¥¥¥¥¥¥fssssssssssssssssssss ¥¥¥¥¥¥f¥¥¥¥¥¥f¥¥¥¥¥¥f sssss ¥¥¥¥¥¥fq&&f¥¥¥¥¥¥f¥¥¥¥¥¥fq&&f¥¥¥¥¥¥fq&&fsssss ¥¥¥¥¥¥f sssss ¥¥¥¥¥¥f¥¥¥¥¥¥f¥¥¥¥¥¥f¥¥¥¥¥¥f¥¥¥¥¥¥f¥¥¥¥¥¥f¥¥¥¥¥¥f¥¥¥¥¥¥f ¥¥¥¥¥¥f¥¥¥¥¥¥fsssss sssss q&&f¥¥¥¥¥¥f¥¥¥¥¥¥f¥¥¥¥¥¥f¥¥¥¥¥¥f¥¥¥¥¥¥f sssssq&&f¥¥¥¥¥¥f¥¥¥¥¥¥f¥¥¥¥¥¥f¥¥¥¥¥¥f¥¥¥¥¥¥f¥¥¥¥¥¥f q&&fsssss¥¥¥¥¥¥fsssss¥¥¥¥¥¥f¥¥¥¥¥¥f¥¥¥¥¥¥fsssss q&&f sssss¥¥¥¥¥¥f¥¥¥¥¥¥f ¥¥¥¥¥¥f q&&fAvenida FlorenciaAvenida La ValenciaPomerado RdPomerado RdPomeradoRdEden Grove Espola Rd Martincoit RdDel NorteTwin Peaks Rd Espola RdEspola RdPomerado RdPomerado RdBridewood RdMartincoit RdEspola Rd Espola RdBernardoHeights PkwyStoneCanyon Rd Espola Rd Espola Rd RanchoBernardo RdRanchoBernardo Rd RanchoBernardo Rd Martincoit RdStone Canyon RdStone Canyon Rd DrwyStone Canyon Rd Pomerado RdPomerado RdPomerado RdDel NorteAvenida La ValenciaDrwy Rios RdTwin Peaks Rd Avenida LaValenciaRios RdTitan Way Higa PlEspola Rd Lake Poway RdLake Poway RdEspola Rd St Andrews DrValle Verde RdSt Andrews DrEspola Rd Espola Rd Valle Verde RdValle Verde RdEspola Rd Avenida FlorenciaEspola Rd Summerfield LnValle Verde RdRanchoBernardo RdPomerado RdPomerado RdRanchoBernardo RdRanchoBernardo Rd RanchoBernardo Rd BernardoCenter DrBernardoCenter DrRanchoBernardo RdI-15 NBon-rampI-15 NB RampsI-15 SBon-rampI-15 SB RampsStoneCanyon Rd Espola Rd Twin Peaks Rd Espola RdPomerado RdPomerado RdEspola RdEspola RdCloudcroft DrOld Coach RdTwin Peaks Rd Espola Rd 1 2 3 4 8765 9 10 11 12 16151413 17 18 19 20 21 22 Time: 1:43 PMDate: 10/25/2019N:\3015\Figures The Farm in Poway Pedestrian Network Figure 12-1 Study Intersection Study Intersection within School Buffer (1-mile) ADA Tactile Paving Standard Crosswalk High Visibility Crosswalk Ped Crossing Prohibited #&&qf # (Page 2 of 2) §¨15 §¨15 P O W A YPOWAY S A N D I E G OSAN D I E G O OldCoachRdGatewayParkRd B aja d a Rd ValleVerdeRdDelPonienteRd SoleraWy WillowRanchRd TierraBonitaRdMonteVistaRd RiosRd LaderaPiedraWayDelP a s oDrEdinaWayPomeradoCt Ezra LnOldWineryRdDeerwoodStDurhullenDrSummerSageRd TamO Shanter BernardoPlazaCtTitanWy CloudcroftDrStAndrewsDr AvenidaLaValencia WorldTradeDr DuendaRd BernardoHeightsPky PaseoDelVeranoMi dl andRdWestBernardoDrWestBernardoDrCommunityRdPobladoRd AvenidaFlorenciaMatinalRd WestBernardoDrBernardo OaksDr BernardoCenterDrMartincoitRdSh o al Cr e e kDr Del No rt e StoneCanyonRdBernardoOaksDr RanchoCarmelDrLomicaDr TwinPeaksRd PaseoDelVeranoNor PaseoLucidoLakePowayRdSinto nte Dr CarmelMountainRdEspolaRd RanchoBernardoRd EspolaRdPowayRd CaminoDelNorte PomeradoRdPo m erado R d PomeradoRdHighlandRa n c hRdPomeradoRd HighlandValleyRd Ted WilliamsPky TwinPeaksRd Time: 10:24 AMDate: 10/21/2019N:\3015\Figures Existing Pedestrian Demand Figure 12-2 The Farm in Poway §¨15 §¨15 P O W A YPOWAY S A N D I E G OSAN D I E G O OldCoachRdGatewayPark Rd B aja d a Rd ValleVerdeRdDelPonienteRd SoleraWy WillowRanchRd TierraBonitaRdMonteVistaRd RiosRd LaderaPiedraWayDelP a s oDrEdinaWayPomeradoCt EzraLnOldWineryRdDeerwoodStDurhullenDrSummerSageRd TamOShanter BernardoPlazaCtTitan Wy Cloudcroft DrStAndrewsDr AvenidaLaValencia WorldTradeDr DuendaRd BernardoHeightsPky PaseoDelVeranoMi dl andRdWestBernardoDrWestBernardoDrCommunityRdPobladoRd AvenidaFlorenciaMatinalRd WestBernardoDrBernardo OaksDr BernardoCenterDrMartincoitRdSh o al Cr e e kDr Del No rt e StoneCanyon RdBernardoOaksDr RanchoCarmelDrLomicaDr Twin PeaksRd PaseoDelVeranoNor PaseoLucidoLakePowayRdSinto nte Dr CarmelMountainRdEspolaRd RanchoBernardoRd EspolaRdPowayRd CaminoDelNorte PomeradoRdPo m erado R d PomeradoRdHighlandRa n c hRdPomeradoRd HighlandValleyRd TedWilliamsPky TwinPeaksRd §¨15 §¨15 P O W A YPOWAY S A N D I E G OSAN D I E G O OldCoachRdGatewayParkRd B aja d a Rd ValleVerdeRdDelPonienteRd SoleraWy WillowRanchRd TierraBonitaRdMonteVistaRd RiosRd LaderaPiedraWayDelP a soDrEdinaWayPomeradoCt EzraLnOldWineryRdDeerwoodStDurhullenDrSummerSageRd Tam OShanter BernardoPlazaCtTitanWy Cloudcroft DrStAndrewsDr AvenidaLaValencia WorldTradeDr DuendaRd BernardoHeightsPky PaseoDelVerano Midl andRdWestBernardoDrWestBernardoDrCommunityRdPobladoRd AvenidaFlorenciaMatinalRd WestBernardoDrBernardoOaksDr BernardoCenterDrMartincoitRdSh o al Cr ee k Dr DelNorte StoneCanyon RdBernardoOaksDr RanchoCarmelDrLomicaDr Twin PeaksRd PaseoDelVeranoNor PaseoLucidoLakePowayRdSin to nte Dr CarmelMountainRdEspolaRd RanchoBernardoRd Espol aRdPowayRd CaminoDelNorte PomeradoRdPomeradoRdHighlandRanc h RdHighland ValleyRd PomeradoRd TedWilliamsPky TwinPeaksRd AM Peak Hour School Peak Hour PM Peak Hour Pedestrian Activity High Activity ( > 25 ) Medium Activity ( 11 –25 ) Low Activity ( < 11 ) OldCoachRdSum m erfield ValleVerdeRdSolera Wy PomeradoCt RiosRd DelPasoDr Edina Way OldWinery R d TamOShanter CloudcroftDr StAndrewsDr PaseoDelVerano AvenidaFlorenciaPaseoDelVerano N o rEspola Rd Rancho Ber na r do R dPomeradoRd PomeradoRd AA ChaparralElementary Painted RockElementary A A A A A Time: 4:05 PM Date: 1/15/2020 N:\3015\Figures Walkshed Analysis Figure 12-3 [ The Farm in Poway Walk, Bike, Drive Access Points Crow Flies Buffer (0.25-mile) Existing Walkshed (0.25-mile Walking) Nearby Schools A * Conceptual Site Plan provided for illustrative purposes only. See the Specific Plan for the latest site plan. §¨15 7 9 1 2 3 4 65 10 11 12 15 16 18 17 23 24 OldCoachRdSummerfieldGateway ParkRd Bajad a Rd ValleVerdeRdSoleraWy RiosRd LaderaPiedraWayDelPaso DrEdina Way OldWi n eryRdSummerSageRd TamOShanter BernardoPla zaCt CloudcroftDr StAndrewsDr AvenidaLaValencia DuendaRd BernardoHeight s P k yPaseoDelVeran oPoblado Rd AvenidaFlorenciaMatina lR dW e st Ber nard o D rBernardoOaksDr BernardoCenter Dr MartincoitR d DelNorte Stone CanyonRdBernardoO a ks DrWestBernardoDr LomicaDr PaseoDelVe ranoNor PaseoLucidoLakePoway Rd Sinto n te DrEspolaRdRanchoBernardoRd PomeradoRdCami noDelNorte Pomerado Rd P O W A YPOWAY S A N D I E G OSAN D I E G O T w i nPeaksMountai n Blue SkyEcological Reserve Poway LakeTrails Oaks NorthGolf Course Painted RockElementary School ChaparralElementary School 22 21 20 25 8 P r o je c t S ite Project SiteLakePoway Time: 4:14 PM Date: 1/15/2020 N:\3015\Figures Recommended Pedestrian Improvements Figure 12-4 [ The Farm in Poway Pedestrian Recommended Improvements →High Visibility Crosswalk →Ped Countdown Timers →ADA Compliance →Leading Pedestrian Intersection 7 8 9 7 9 7 8 9 7 9 Provide missing sidewalks Study Intersection Project Site Pedestrian Barrier Nearby Walking Trails Nearby Destinations Jurisdiction Boundary Recommended pedestrian improvement at intersection Recommended pedestrian improvement on sidewalks Recommended School Route # # •Provide crosswalk on left leg•Provide raised median LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 87 13.0 BICYCLE MOBILITY Bicycle mobility has become a prominent part of roadway networks today and will continue to evolve as a more viable option to auto use in many parts of San Diego. Improving bicycle connections in and around the Project site is an important focus area for this study. The City of San Diego Bicycle Master Plan (2013), the City of San Diego General Plan - Mobility Element (2008), the SANDAG San Diego Regional Bike Plan (2010), and the City of Poway Transportation Master Element (2010) establish guidelines for a safe, comprehensive local and regional bikeway network. 13.1 Bicycle Classifications There are four (4) different bicycle classifications – Class I, Class II, Class III and Class IV as shown in Table 13–1. TABLE 13–1 CALIFORNIA BIKEWAY CLASSIFICATION SYSTEM Class I – Bike Path Bike paths, also termed shared- use or multi-use paths, are paved right-of-way for exclusive use by bicyclists, pedestrians, and those using non-motorized modes of travel. They are physically separated from vehicular traffic and can be constructed in roadway right- of-way or exclusive right-of- way. Bike paths provide critical connections in the city where roadways are absent or are not conducive to bicycle travel. Class II – Bike Lane Bike lanes are defined by pavement striping and signage used to allocate a portion of a roadway for exclusive or preferential bicycle travel. Bike lanes are one-way facilities on either side of a roadway. Whenever possible, Bike Lanes should be enhanced with treatments that improve safety and connectivity by addressing site-specific issues, such as additional warning or wayfinding signage. Class III - Bike Route Bike routes provide shared use with motor vehicle traffic within the same travel lane. Designated by signs, Bike Routes provide continuity to other bike facilities or designate preferred routes through corridors with high demand. Whenever possible, Bike Routes should be enhanced with treatments that improve safety and connectivity, such as the use of “sharrows” or shared lane markings to delineate that the road is a shared-use facility. Cycle Track A Cycle Track is a hybrid type bicycle facility that combines the experience of a separated path with the on-street infrastructure of a conventional Bike Lane. Cycle tracks are bikeways located in roadway right-of-way but separated from vehicle lanes by physical barriers or buffers. Cycle tracks provide for one-way bicycle travel in each direction adjacent to vehicular travel lanes and are exclusively for bicycle use. Cycle tracks are not recognized by Caltrans Highway Design Manual as a bikeway facility. To provide bicyclists with the option of riding outside of the Cycle Track to position themselves for a left or right turn, parallel bikeways should be added adjacent to Cycle Track facilities whenever feasible. Source: City of San Diego Bicycle Master Plan (2013) LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 88 13.2 Existing Bicycle Conditions A detailed bicycle network inventory was conducted for the surrounding study area. Table 13–2 summarizes the existing bicycle classifications found on the study street segments. As shown in Table 13–2, all roadways provide their classified bicycle facilities with the exception of a few locations, as shown in bold typeface in the table below. It would be expected that these roadways will be improved to provide their classified bicycle facilities sometime in the future. Section 13.3 below details the future bicycle improvements in the study area. Figure 13–1 shows the existing bicycle mobility in the Project study area. TABLE 13–2 BICYCLE MOBILITY Street Segment Existing Classification Future Classification Rancho Bernardo Rd 1. W. Bernardo Dr to I-15 SB Ramps Class II Class II 2. I-15 SB Ramps to I-15 NB Ramp Class III Class II 3. I-15 NB Ramps to Bernardo Center Dr Class III (Bike Route w/ Sharrow) Class II 4. Bernardo Center Dr to Pomerado Rd Class III (Bike Route w/ Sharrow)/ Class II Class II 5. Pomerado Rd to Summerfield Ln Class II Class II Espola Rd 6. Summerfield Ln to Avenida Florencia Class II Class II 7. Avenida Florencia to Valle Verde Rd Class II Class II 8. Valle Verde Rd to Martincoit Rd Class II Class II 9. Martincoit Rd to Cloudcroft Dr Class II Class II 10. Cloudcroft Dr to Old Coach Rd Class II Class II 11. Old Coach Rd to Lake Poway Rd Class II Class II 12. Lake Poway Rd to Titan Wy Class II Class II 13. Titan Wy to Willow Ranch Rd Class II Class II 14. Willow Ranch Rd to Del Poniente Rd Class II Class II 15. Del Poniente Rd to Twin Peaks Rd Class II Class II 16. Twin Peaks Rd to Ezra Ln Class II Class II Pomerado Rd 17. Pomerado Ct to Rancho Bernardo Rd Class III Class II 18. Rancho Bernardo Rd to Rios Rd Class II Class II 19. Rios Rd to Avenida La Valencia Class II Class II 20. Avenida La Valencia to Stone Canyon Rd Class II Class II 21. Stone Canyon Rd to Bernardo Heights Pkwy Class II Class II Continued on Next Page LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 89 TABLE 13–2 BICYCLE MOBILITY Street Segment Existing Classification Future Classification Continued from Previous Page 22. Bernardo Heights Pkwy to Gateway Park Rd Class II Class II 23. Gateway Park Rd to Monte Vista Rd Class II Class II 24. Monte Vista Rd to Twin Peaks Rd Class II Class II 25. Twin Peaks Rd to Ted Williams Pkwy Class II Class II Bernardo Center Dr 26. Bajada Rd to Rancho Bernardo Rd Class III Class III 27. Rancho Bernardo Rd to Bernardo Plaza Ct Class III Class III Rios Rd 28. Pomerado Rd to Summerfield Ln None None Summerfield Ln 29. Rios Rd to Rancho Bernardo Rd None None Avenida La Valencia 30. Pomerado Rd to Avenida Florencia None None Avenida Florencia 31. Rancho Bernardo Rd and Avenida La Valencia Class III Class III Del Norte 32. Avenida La Valencia to Stone Canyon Rd Class III Class III Stone Canyon Rd 33. Pomerado Rd to Avenida Florencia Class III Class III 34. Avenida Florencia to Martincoit Rd None Class III Martincoit Rd 35. Rancho Bernardo Rd to Stone Canyon Rd None Class III Twin Peaks Rd 36. World Trade Center to Pomerado Rd Class II Class II 37. Pomerado Rd to Deerwood Dr Class II Class II 38. Tierra Bonita Rd to Espola Rd Class II Class II Valle Verde Rd 39. Espola Rd to St Andrews Dr Class II Class II St Andrews Dr 40. Valle Verde Rd to Tam O Shanter Dr None None Tam O’Shanter Dr 41. St Andrews Dr to Entrance 'A' None None 42. Entrance 'B' to Cloudcroft Dr None None Cloudcroft Dr 43. Tam O Shanter Dr to Rancho Bernardo Dr None None Continued on Next Page LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 90 TABLE 13–2 BICYCLE MOBILITY Street Segment Existing Classification Future Classification Continued from Previous Page Bernardo Heights Pkwy 44. Paseo Lucido to Pomerado Rd Class II Class II Lake Poway Rd 45. East of Espola Rd Class II Class II Titan Way 46. West of Espola Rd None None Note: Improved conditions in the future shown in bold typeface. 13.2.1 Existing Bicycle Demand Existing bicycle demand was collected at every intersection in the Project study area during the commuter AM/PM peak hours, as well as the mid-day school peak hour. The average combined AM, PM and mid-day bicycle demand for was calculated and every intersection was categorized as lower than average, average demand or higher than average demand. Figure 13–2 shows the existing bicycle activity in and around the study area for AM/PM peak hour. The following intersections were observed as “high” bicycle activity locations within the area. Intersection #13. Espola Road/ Valle Verde Road (school mid-day peak hour) 13.3 Future Bicycle Conditions As stated in the future pedestrian conditions section of this report, the City of Poway Transportation Master Plan places an emphasis on reducing the dependence on automobile travel by enhancing the network of safe and direct walking routes within the City. The City’s current inventory of existing and proposed trails amounts to approximately 60 miles of multi-use trails (hiking, bicycling, and equestrian). The overall goal of the trail system is to connect recreation areas, parks, open spaces, schools, residential and commercial areas, and equestrian facilities. A review of the City of Poway Master Transportation Plan, Espola Road Safety Improvement Project, and Capital Improvements Projects Status Report was conducted to identify relevant local projects. In addition, a review of the City of San Diego Bicycle Master Plan, Rancho Bernardo Community Plan Circulation Element, and Rancho Bernardo Public Facilities Financing Plan FY 2014 were reviewed. Table 13–3 shows the planned improvements that were identified and reviewed. For locations in which funding sources and completion schedules are unknown, improvements were not taken into account in the existing bike mobility analysis. Figure 13–1 also illustrates the future planned bicycle network. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 91 TABLE 13–3 PLANNED IMPROVEMENTS – BICYCLE Corridor Source Improvements Schedule/ Funding Rancho Bernardo Road Between Bernardo Oaks Drive and West Bernardo Drive San Diego Regional Bicycle Plan (2013) The improvement will provide for a Class-II Bike Lane. Unknown Pomerado Road Between Rancho Bernardo and Pomerado Ct The improvement will provide for a Class-II Bike Lane Unknown Stone Canyon Road Between Del Norte and Martincoit Road City of Poway Transportation Master Elements (2010) The improvement will provide for a Class-III Bike Route Unknown Martincoit Road Between Stone Canyon Road and Rancho Bernardo Road The improvement will provide for a Class-III Bike Route Unknown Valle Verde Road Between Espola Road and Old Winery Rd The improvement will provide for a Class-II Bike Lane. Unknown Espola Road Bike Lanes Between Range Park Road and Poway Road Poway Adopted Financial Plan for FY 18-19 The improvement will widen the roadway to accommodate Class II Bike Lanes. Fully Funded/ Estimated 13.4 Bicycle Mobility Review As part of the bicycle mobility review, a bikeshed analysis was conducted as noted below. 13.4.1 Bikeshed Analysis In this study, a bikeshed analysis was performed to evaluate site connectivity. This analysis also identifies potential locations where providing bicycle facilities could improve Project site’s connectivity to surrounding area. The bikeshed analysis was performed by identifying all access points to / from the Project site. From each access point, areas outside the Project site that could be reached by bicycling for a conservative 1.0-mile (or approximately 10 minutes) were identified. Selected bicycle routes from each access point consider the existence of bike routes, lanes, dedicated pathways, intersection crosswalks, bicycle/pedestrian bridges, etc. In this regard, while some areas are within the 1.0-mile buffer around the site, they may not be reached by bike due to lack of facilities. The bikeshed analysis was conducted under existing and future conditions assuming planned improvements. A larger bikeshed area (bikeshed network) means higher connectivity between the site and nearby areas. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 92 As shown in Figure 13–3 illustrating the bikeshed analysis, the Project site, in general, has good connectivity to the surrounding community. This finding can be attributed to a good bicycle network both currently in place and planned for the future. 13.5 Recommended Bicycle Improvements Based on the review of the bicycle network, bikeshed analysis and planning documents, the following bicycle related improvements are recommended both on- and off-site: On-Site Improvements Provision of the on-site multi-use trails will be shared between bicycles and other users, including pedestrians and equestrians. Appropriate signage will indicate rules for yielding to various users. Traffic calming measures and low speed designs should be used in the design of on-site roadways, with “shared roadway” markings identifying that bicycle use is permitted. Provide bicycle parking stations on-site, staging areas, trail respite rest stops, and seating along the multi-use trail, and a bike station. Off-Site Improvements Retrofit the intersection crossings at Espola Road/ Martincoit Road and Espola Road/ Valle Verde Road with high visibility crosswalks to reduce bicycle /vehicle conflicts and provide bicycle signal detection. Coordinate with the City of Poway on implementing bike treatments (e.g. bike detection, green striping) at the intersection. Figure 13–4 shows the recommended bicycle improvements. ???????????????????? 1 2 3 4 765 9 10 11 12 13 14 15 16 18 19 17 23 24 OldCoachRdSummerfieldGatewayParkRd Bajada R d ValleVerdeRdDelPonienteRd SoleraWy WillowRanchRd TierraBonitaRdMonteVistaRd RiosRd LaderaPiedraWayDelPasoDrRangePar k R d EdinaWay PomeradoCt EzraLnOldWineryRdDeerwoodStSummerSageRdTamOShanterBernardoPlazaCtTitanWy Cloudcroft DrStAndrewsDr AvenidaLaValenciaWorldTradeDr DuendaRd PaseoDelVeranoDel Diablo Way MidlandRdP o bla d o R d AvenidaFlorenciaM a tin a lR dW est B ern a r doDrBernardoOaksDr BernardoCenterDrPenasquitosDr MartincoitRdMadrigalSt D el No rte AndorraWayS to n e C a n yo n RdBernardoOa k s Dr Rancho C a r mel Dr LomicaDr C a m inoSanBernardoTwinPeaksRdPaseoLucidoLak ePowayRdSinto nt eDrBernardoHeig htsPky CarmelMountainRdEspolaRd RanchoBernardoRd EspolaRdPomeradoRdPomeradoRdHighlandRanchRd CaminoDelNorte TedWilliamsPkyTwinPeaksRd CaminoDelNorte P O W A YPOWAYSAN D I E G OSAN D I E G O S .D . C O U N T YS.D . C O U N T Y Blue SkyEcological Reserve Poway LakeTrails Oaks NorthGolf Course Painted RockElementary School ChaparralElementary School 8 22 21 20 25Project Site§¨15 LakePoway LakeRamonaTime: 1:28 PMDate: 10/25/2019N:\3015\Figures Bicycle Network Figure 13-1 [ The Farm in Poway Study Intersection Project Site Jurisdiction Boundary Existing Bike Lane (Class II) Bike Route with Sharrow (Class III) Bike Route (Class III) Future Bike Lane (Class II) Bike Route with Sharrow (Class III) Bike Route (Class III) # §¨15 §¨15 P O W A YPOWAY S A N D I E G OSAN D I E G O OldCoachRdGatewayParkRd B aja d a Rd ValleVerdeRdDelPonienteRd SoleraWy WillowRanchRd TierraBonitaRdMonteVistaRd RiosRd LaderaPiedraWayDelP a s oDrEdinaWayPomeradoCt Ezra LnOldWineryRdDeerwoodStDurhullenDrSummerSageRd TamO Shanter BernardoPlazaCtTitanWy CloudcroftDrStAndrewsDr AvenidaLaValencia WorldTradeDr DuendaRd BernardoHeightsPky PaseoDelVeranoMi dl andRdWestBernardoDrWestBernardoDrCommunityRdPobladoRd AvenidaFlorenciaMatinalRd WestBernardoDrBernardo OaksDr BernardoCenterDrMartincoitRdSh o al Cr e e kDr Del No rt e StoneCanyonRdBernardoOaksDr RanchoCarmelDrLomicaDr TwinPeaksRd PaseoDelVeranoNor PaseoLucidoLakePowayRdSinto nte Dr CarmelMountainRdEspolaRd RanchoBernardoRd EspolaRdPowayRd CaminoDelNorte PomeradoRdPo m erado R d PomeradoRdHighlandRa n c hRdPomeradoRd HighlandValleyRd Ted WilliamsPky TwinPeaksRd Time: 1:30 PMDate: 10/25/2019N:\3015\Figures Existing Bicycle Demand Figure 13-2 The Farm in Poway §¨15 §¨15 OldCoachRdGatewayPark Rd B aja d a Rd ValleVerdeRdDelPonienteRd SoleraWy WillowRanchRd TierraBonitaRdMonteVistaRd RiosRd LaderaPiedraWayDelP a s oDrEdinaWayPomeradoCt EzraLnOldWineryRdDeerwoodStDurhullenDrSummerSageRd TamOShanter BernardoPlazaCtTitan Wy Cloudcroft DrStAndrewsDr AvenidaLaValencia WorldTradeDr DuendaRd BernardoHeightsPky PaseoDelVeranoMi dl andRdWestBernardoDrWestBernardoDrCommunityRdPobladoRd AvenidaFlorenciaMatinalRd WestBernardoDrBernardo OaksDr BernardoCenterDrMartincoitRdSh o al Cr e e kDr Del No rt e StoneCanyon RdBernardoOaksDr RanchoCarmelDrLomicaDr Twin PeaksRd PaseoDelVeranoNor PaseoLucidoLakePowayRdSinto nte Dr CarmelMountainRdEspolaRd RanchoBernardoRd EspolaRdPowayRd CaminoDelNorte PomeradoRdPo m erado R d PomeradoRdHighlandRa n c hRdPomeradoRd HighlandValleyRd TedWilliamsPky TwinPeaksRd §¨15 §¨15 OldCoachRdGatewayParkRd B aja d a Rd ValleVerdeRdDelPonienteRd SoleraWy WillowRanchRd TierraBonitaRdMonteVistaRd RiosRd LaderaPiedraWayDelP a soDrEdinaWayPomeradoCt EzraLnOldWineryRdDeerwoodStDurhullenDrSummerSageRd Tam OShanter BernardoPlazaCtTitanWy Cloudcroft DrStAndrewsDr AvenidaLaValencia WorldTradeDr DuendaRd BernardoHeightsPky PaseoDelVerano Midl andRdWestBernardoDrWestBernardoDrCommunityRdPobladoRd AvenidaFlorenciaMatinalRd WestBernardoDrBernardoOaksDr BernardoCenterDrMartincoitRdSh o al Cr ee k Dr DelNorte StoneCanyon RdBernardoOaksDr RanchoCarmelDrLomicaDr Twin PeaksRd PaseoDelVeranoNor PaseoLucidoLakePowayRdSinto nt e D r CarmelMountainRdEspolaRd RanchoBernardoRd Espol aRdPowayRd CaminoDelNorte PomeradoRdPomeradoRdHighlandRanc h RdHighland ValleyRd PomeradoRd TedWilliamsPky TwinPeaksRd AM Peak Hour School Peak Hour PM Peak Hour Bicycle Activity High Activity ( > 10 ) Medium Activity ( 6 –10 ) Low Activity ( < 6 ) OldCoachRdSummerfieldBajada R d ValleVerdeRdSoleraWy RiosRd LaderaPiedraWayDelPaso DrSummerSageRdEdinaWay PomeradoCt OldWi n eryRdTamOShanter BernardoP la zaCt CloudcroftDr StAndrewsDr AvenidaLa Valencia DuendaRd PaseoDelVera noWestBernardoDrAvenidaFlorenciaBernardoOaksDr BernardoCenter Dr MartincoitR d DelNorte StoneCanyonRdBernardoO a ks DrLomicaDr PaseoDelV er anoNor Lake Poway Rd Sinto n t eDr WestB ern a r d oDrBernardoHeightsPky EspolaRd RanchoBernardoRd PomeradoRdPomeradoRd PomeradoRd AA A A AA A ChaparralElementary Painted RockElementary §¨15 LakePoway LakeRamonaTime: 4:07 PM Date: 1/15/2020 N:\3015\Figures Bikeshed Anaysis Figure 13-3 [ The Farm in Poway * Conceptual Site Plan provided for illustrative purposes only. See the Specific Plan for the latest site plan. Walk, Bike, Drive Access Points Crow Flies Buffer (0.25-mile) Existing Walkshed (0.25-mile) Future Walkshed (0.25-mile Biking) A ???????????????????? 7 9 1 2 3 4 65 10 11 12 13 14 15 16 18 19 17 23 24 OldCoachRdSummerfieldGatewayParkRd Bajada R d ValleVerdeRdDelPoniente Rd SoleraWy WillowRanchRd TierraBonitaRdMonteVista R dRiosRd LaderaPiedraWayDelPasoDrRangePar kRd EdinaWay PomeradoCt EzraLnOldWineryRdDeerwoodStSummerSageRdTamOShanterBernardoPlazaCtTitanWy CloudcroftDrStAndrewsDr AvenidaLaValenciaWorldTradeDr DuendaRd PaseoDelVeranoD el Diablo Way MidlandRdP o bla d o R d AvenidaFlorenciaMatinalRdW est B ern a r doDrBernardo OaksDr BernardoCenterDrPenasquitosDr GreensEastRd MartincoitRdMadrigalSt D el Norte AndorraWayS to n e C a ny o n R dBernardoOak s D r Rancho C a r mel Dr LomicaDr C a m inoSanBernardoTwinPeaksRdPaseoLucidoLake PowayRdSinto n te DrBernardoHeightsPky CarmelMountainRdEspolaRd RanchoBernardoRd EspolaRdPo mer a doRd PomeradoRdHighlandRanchRd CaminoDelNorte TedWilliamsPkyTwinPeaksRd CaminoDelNorte P O W A YPOWAYSAN D I E G OSAN D I E G O S .D . C O U N T YS.D . C O U N T Y Blue SkyEcological Reserve Poway LakeTrails Oaks NorthGolf Course Painted RockElementary School ChaparralElementary School 8 22 21 20 25Project Site§¨15 LakePoway LakeRamonaTime: 4:16 PM Date: 1/15/2020 N:\3015\Figures Recommended Bicycle Improvements Figure 13-4 [ The Farm in Poway Bike signal detection and intersection bike treatment Bike signal detection and intersection bike treatment Study intersection Project site Jurisdiction Boundary Existing bike facilities Recommended bike improvement at intersection Recommended bike improvement on segments # # LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 97 14.0 TRANSIT MOBILITY In this section, transit mobility is reviewed for the existing and future transit condition. In addition, potential improvements are also discussed. Public transportation improves mobility and reduces congestion in the community and the region. 14.1 Existing Transit Conditions Bus transportation is the main mode of transportation served around the Project area. Bus transit in the study area is categorized in following classifications: MTS Bus – is the main type of bus service that is provided by MTS in San Diego area. MTS Bus provides service at different headways depending on the demand and location. There are currently two (2) MTS Bus routes; 20, 945 and 945A that are serving the Project area. Details of the bus routes are provided in Section 14.1.2. MTS Express – are high frequency bus services that have 15-minute headways during peak and non-peak hours. No Express Routes are provided in the area. MTS Rapid – are high frequency bus services that have 15-minute headways during peak and non-peak hours and provides riders with improved wait time and enhanced comfort and convenience. Route 235 is an MTS Rapid route. MTS Rapid Express/Premium – operates along the I-15 corridor during weekdays. It provides frequent trips south in the morning (5:00-9:00 AM) and north in the evening (3:00-7:00 PM). Express routes have 15-minute headways during peak and non-peak hours and usually take up to 45 minutes to an hour to get from departure to the final destination. 14.1.1 Transit Centers Transit centers (or hubs) are the interchange of various transit routes and travel modes. The following transit center is in the study area. A brief description is provided below: Rancho Bernardo Transit Center – mainly serves MTS networks. Routes include MTS route 235, 290, and 945. Figure 14–1 shows existing transit center and transit routes serving the study area. 14.1.2 Route Summaries This section provides a detailed description of the various routes in the Project study area. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 98 Route 20 runs from Rancho Bernardo Transit Station to downtown. There are eight (8) stops along this route with destinations to Miramar College, City College, and Fashion Valley. Route 20 currently operates Monday through Friday from 5:15 AM to 10:17 PM departing from Rancho Bernardo transit center and 4:57 AM to 9:22 PM departing from City College transit center. Saturday route schedule begins at 6:12 AM through 9:17 PM departing from Miramar College transit center and begins at 5:41 AM to 8:49 PM departing from City College transit center. Sunday route schedule begins at 6:13 AM through 8:18 PM departing from Rancho Bernardo transit center and begins at 5:41 AM to 8:49 PM departing from City College transit center. Route 20 operates on observed holidays with a Saturday or Sunday schedule. Weekdays and Saturday schedule include 30-minute headways. Service rate for Sunday is 1 hour. Route 20 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 99 Route 235 runs from Escondido to downtown San Diego. There are ten (10) stops along this route with destinations to Miramar College, and City College. Route 235 currently operates Weekdays from 4:58 AM to 11:48 PM departing from Escondido transit center and 4:42 AM to 11:51 PM departing from downtown San Diego with a service time of 15 minutes in peak hours. Weekend schedule begins at 5:13 AM through 11:20 PM departing from Escondido transit center and begins at 4:42 AM to 11:21 PM departing from downtown San Diego with service time of 30 minutes in peak hours. Route 235 operates on observed holidays with a weekend schedule. Route 235 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 100 Route 290 operates between Rancho Bernardo Transit Station and downtown San Diego. It is a MTS Rapid Express with the purpose of moving travelers directly between Rancho Bernardo transit center and downtown San Diego. There is only one stop at Sabre Spring / Penasquitos transit station between Rancho Bernardo transit center and downtown San Diego and it uses freeway I-15. Total travel time between the departure and destination is typically 45 minutes to 1 hour. Route 235 currently operates on weekdays and only during peak hours. Operation starts from 5:00 AM to 9:03 AM departing from Escondido transit center and 2:57 PM to 6:57 PM departing from downtown San Diego. Frequency of bus arrivals is 15 minutes for the most part of the operation period. Route 290 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 101 Route 945 runs from Rancho Bernardo Transit Station to Old Poway. It operates weekdays starting 5:52 AM to 8:22 PM departing from Rancho Bernardo and 5:09 AM to 7:35 PM departing from Old Poway. Total travel time between the two ends of the route is 45 minutes or less. Service time is 30 minute during peak hours. Saturday operation starts from 6:42 AM to 7:34 PM departing from Rancho Bernardo transit center and 6:41 AM to 6:29 PM departing from Old Poway. Route 945 operates on observed holidays with Saturday schedule. Route 945 does not operate on Sundays or on holidays that run on a Sunday schedule. Route 945A runs on a loop route in counterclockwise direction passing through Espola Road, Pomerado Road, Poway Road, Midland Road, and Twin Peaks Road. Route 945A runs on weekdays from 6:36 AM to 8:25 AM departing from Pomerado Road and Rancho Bernardo Road and 2:35 PM to 4:34 PM departing from Midland Road and Poway Road. This route does not run on weekends or observed holidays. Route 945 Route 945A LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 102 14.2 Transit Mobility Review As discussed in Section 12.3.1 of this study, a walkshed analysis was performed to evaluate Project site connectivity. The walkshed analysis also identifies pedestrian accessibility to transit and locations where providing pedestrian access could improve Project site connectivity to the transit network. In this section, pedestrian access from the Project site to nearby bus stations is evaluated. The Poway Loop Route 945A is served by existing bus stops adjacent to the main access intersection of Espola Road at Martincoit Road. As previously mentioned, Route 945A runs on a loop route in counterclockwise direction passing through Espola Road, Pomerado Road, Poway Road, Midland Road, and Twin Peaks Road. Route 945A runs on weekdays from 6:36 AM to 8:25 AM departing from Pomerado road and Rancho Bernardo Road and 2:35 PM to 4:34 PM departing from Midland Road and Poway Road. This route does not run on weekends or observed holidays. TABLE 14–1 AMENITIES AT BUS STATIONS WITHIN PROJECT WALKSHED Location Shelters Benches Trash Receptacles Station Signs Maps / Wayfinding Lighting ADA Compliance Espola Rd & Martincoit Rd No Yes No Yes No No Yes Espola Rd & Cloudcroft Dr No Yes No Yes No No Yes 14.3 Recommended Transit Access Improvements The following off-site transit access improvements are recommended: Work with the San Diego Metropolitan Transit System (MTS) to improve and replace the existing stop(s) on Espola Road on the northwest corner of the Espola Road/Martincoit Drive/Private Street ‘A’ intersection and/or the northwest corner of the Espola Road/Cloudcroft Drive intersection and adjust schedules, if needed, to meet the demands of new and existing riders. OldCoachRdSummerfieldBajada RdValleVerdeRdDelPonienteRd SoleraWy TierraBonitaRdMonteVistaRd RiosRd LaderaPiedraWayDelPasoDrRangePark Rd EdinaWayPomeradoCt EzraLnOldWineryRdDeerwoodStSummerSageRdTamOShanterBernardoPlazaCtTitanWyCloudcroftDrStAndrewsDrAvenidaLaValencia WorldTradeDr DuendaRd BernardoHeightsPky PaseoDelVeranoDel Diablo Way Mi dlandRdP o bla do R d AvenidaFlorenciaM a tin alR d BernardoOaksDr BernardoCenterDrPenasquitosDrGreensEastRd MartincoitRdMadrigalSt DelNorte AndorraWayStoneCanyon RdBernardoOak s Dr RanchoCarmelDrLomicaDr C aminoSanBernardoTwinPeaksRdPaseoLucido LakePowayRd Sinto n t eDrCarmelValleyRdCarmelMountain Rd EspolaRd Rancho BernardoRd EspolaRdPomeradoRdPomeradoRdHighland R an ch Rd CaminoDelNorte TedWilliamsPkyTwinPeaksRd CaminoDelNorte P O W A YPOWAY S A N D I E G OSAN D I E G O S .D . C O U N T YS.D . C O U N T Y 945A 945 290 235 20 Rancho BernardoTransit Center §¨15 LakePoway LakeRamonaTime: 1:33 PMDate: 10/25/2019N:\3015\Figures Existing Transit Network Figure 14-1 [ The Farm in Poway Downtown ↔ Rancho Bernardo Transit Station (MTS Express) Downtown ↔ Escondido Transit Center (MTS Rapid) Downtown ↔ Rancho Bernardo Transit Station (MTS Rapid Express/Premium) Rancho Bernardo Transit Station ↔ Old Poway Park (MTS Bus) Poway Loop (MTS Bus) 20 235 290 945 945AStudy Intersection Project Site Transit Center Bus Stop Bus Stops within Walkshed Area Jurisdiction Boundary # T ( ( LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 104 15.0 ALTERNATIVE VEHICLES Low Speed Vehicles (LSVs) are small electric or gas-powered cars designed for low-speed, local trips in areas such as planned communities, resorts, college campuses, and even large industrial parks. LSVs are typically one- or two-passenger vehicles, though some models are equipped to carry up to six passengers. A Neighborhood Electric Vehicle (NEV) is a commonly used type of LSV. NEVs are powered by rechargeable batteries and typically provide a driving range of up to 40 miles on a single charge. Exhibit 15–1 shows a visual representation of an LSV. Figure 15–1 shows the states which currently allow LSVs on public roads. Neighborhood Electric Vehicle (NEV)/Low-Speed Vehicle (LSV) Definition per California Vehicle Code (CVC §§ 385.5, 21250): An NEV/LSV is a motor vehicle that: Has four wheels. Within 1.0 mile can reach a speed of more than 20 miles per hour (mph) but not more than 25 mph on a paved level surface. Has a 17-digit conforming vehicle identification number (VIN). Has a gross vehicle weight rating (GVWR) of less than 3,000 pounds. Must be certified to meet Federal Motor Vehicle Safety Standards (FMVSS) to be registered and operated on public streets, roads, or highways. May look like a golf-cart to the casual observer, but is actually a motor vehicle requiring a valid California driver license, registration, and insurance. Exhibit 15–1 15.1 Operation of NEVs / LSVs Based on State law defining the use of NEVs and LSVs, these alternative modes shall: Not be operated on any roadway with a speed limit above 35 mph. Only cross state highways only at controlled intersections. Crossing at uncontrolled intersections is permitted with approval of the local authority governing that intersection. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 105 Only cross at intersections that have a speed limit above 35 mph, if the crossing begins and ends on a road of 35 mph or less. Be operated as a golf cart within a distance of 1.0 mile or less from a golf course or on roads designated for such operation by ordinance or resolution by a local authority. 15.2 Modified or Altered NEVs / LSVs If a NEV/LSV is modified to go faster than 25 mph, the vehicle no longer qualifies for the relaxed Federal Motor Vehicle Safety Standards (FMVSS) established for NEV/LSVs. A vehicle will be required to meet the same FMVSS established for passenger vehicles. Failure to comply with all necessary regulations may result in a citation. 15.3 NEVs / LSVs Transportation Network NEVs and LSVs have been used for many years in master planned communities, resorts, college campuses, beach communities and large industrial campuses. In recent years, however, their use on public roadways has become more popular. They provide a motorized alternative to larger, fossil- fueled passenger cars and trucks for short trips. Table 15–1 shows the cross sections of LSV accommodations. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 106 TABLE 15–1 CROSS SECTIONS OF LSV ACCOMMODATIONS Classification Description Example Cross-Section Class I Completely separate pathway; adjacent to major roadways. NEVs can share a path with bicycles and pedestrians. Class II Collector streets and minor arterials where speeds are typically greater than 35 mph. NEVs share lane with bicycles. Class III Shared travel lane. Residential and low volume roads, low-speed commercial streets. Posted speed limits of up to 35 mph. The National Household Travel Survey reported nearly 70,000 light electric vehicles and golf carts in operation on the nation’s roadways in 2009, the first year the Federal Highway Administration began tracking this vehicle type. Americans took more than 180 million trips and drove nearly 65 million miles on these vehicles that year. Forty-five percent of these trips were taken by persons age 65 and older, a surprisingly high number given that older adults comprise just 13% of the U.S. population and account for 12% of all trips in the United States. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 107 The nation’s growing population of older adults is likely to generate an increasing demand for mobility options beyond the automobile. LSVs and street-legal golf carts could provide a convenient, cost effective, and clean local transportation alternative for older adults, students, commuters, and government fleet operators. A number of recently enacted state laws aim to reduce greenhouse gas emissions and vehicle miles traveled. This fact has created an immediate market for zero emission vehicles, especially in California. More than three-quarters (76%) of all American vehicle trips are 10 miles or less. The use of LSVs for a larger share of these short trips could play an important part in reducing America’s greenhouse gas emissions. 15.4 Recommendations It is recommended that the Project design all on-site roadways to accommodate NEVs and LSVs during daylight hours. Time: 10:40 AMDate: 10/21/2019N:\3015\Figures States with Laws Allowing Low-speed Vehicles on Public Roads Figure 15-1 [ The Farm in Poway LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 109 16.0 SCHOOL ZONE ANALYSIS Several schools are located in the vicinity of Project study area intersections. Of particular importance is the proximity to Chaparral Elementary, the school assigned to residents of the Project and Painted Rock Elementary, which is within close proximity of the main Project access intersection of Espola Road/ Martincoit Road. The following supplementary analysis was conducted in order to determine if the Project would have an impact on the circulation system during the school afternoon peak hour (1:45-3:45 PM), which represents the school end time. This timeframe falls outside of the commuter PM peak hour (4:00- 6:00 PM). Analysis for the AM peak hour is not provided in this section since the school AM peak hour generally coincides with the commuter peak hours (7:00-9:00 AM). Analysis results for the AM school peak hour under Existing, Near-Term (Opening Year 2025), and Near-Term (Opening Year 2025) With Project conditions can be found in Sections 6.1 and 9.1 respectively. Recommendations for mitigation at significantly impacted locations are provided, where necessary, and recommendations for improved school safety are provided, ranging from traffic calming measures to roadway and intersection signing and striping. 16.1 Traffic Volumes As discussed earlier in Section 4.2.1 of this report, mid-day school peak hour (1:45 PM–3:45PM) traffic volume counts were conducted at study area intersections located within the 1.0-mile school buffer zones. Pedestrian and bicycle activity was also collected at these locations. The intersections selected for the School Zone analysis are as follows: 5. Espola Road / Summerfield Lane/ Rancho Bernardo Road (City of Poway) 6. Espola Road / Avenida Florencia (City of Poway) 7. Espola Road / Valle Verde Road (City of Poway) 9. Espola Road / Martincoit Road (City of Poway) 10. Espola Road / Cloudcroft Drive (City of Poway) 13. Espola Road / Titan Way / Eden Grove (City of Poway) 15. Pomerado Road/ Rios Road (City of San Diego) 16. Pomerado Road/ Avenida La Valencia (City of San Diego) 18. Pomerado Road/ Bernardo Heights Pkwy (City of San Diego) For purposes of being conservative, the PM peak hour for Project traffic was assumed in the mid-day analysis. Project PM peak hour volumes were added to existing and near-term conditions. The Near- Term (Opening Year 2025) mid-day volumes use the same annual growth factor applied to the PM peak hour condition. Figure 16–1 shows the intersections depicted graphically that were included in this analysis. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 110 Figures 16–2, 16–3, and 16–4 illustrate the Existing, Near-Term (Opening Year 2025), and Near- Term (Opening Year 2025) With Project mid-day peak hour traffic volumes as school zone study area intersections, respectively. 16.2 Existing Analysis – School Peak Hour Table 16–1 summarizes the intersection operations throughout the study area for the Existing scenario under school afternoon peak hour conditions. As seen in Table 16–1, all of the study intersections are calculated to operate at LOS C or better. Appendix K contains the Existing mid-day school peak hour intersection analysis calculation worksheets. 16.3 Near-Term (Opening Year 2025) Analysis – School Peak Hour Table 16–2 summarizes the intersection operations throughout the study area for the Near-Term (Opening Year 2025) and Near-Term (Opening Year 2025) With Project scenarios under school afternoon peak hour conditions. As seen in Table 16–2, all of the study intersections are calculated to operate at LOS D or better. Based on the applied significance criteria, no significant impacts were identified under Near-Term (Opening Year 2025) With Project conditions. Appendix L contains the Near-Term (Opening Year 2025) and Appendix M contains the Near-Term (Opening Year 2025) With Project intersection analysis calculation worksheets. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 111 TABLE 16–1 EXISTING MID-DAY INTERSECTION OPERATIONS Intersection Jur. Control Type Peak Hour Existing Delay a LOS b 5. Summerfield Ln/ Espola Rd/ Rancho Bernardo Rd San Diego Signal Mid-day 5.6 A 6. Avenida Florencia/ Espola Rd Poway MSSC c Mid-day 14.0 B 7. Valle Verde Rd/ Espola Rd Poway Signal Mid-day 22.4 C 8. Valle Verde Rd/ St Andrews Dr Poway MSSC Mid-day 18.8 C 9. Martincoit Rd/ Espola Rd Poway Signal Mid-day 9.2 A 10. Cloudcroft Dr/ Espola Rd Poway MSSC Mid-day 13.6 B 13. Espola Rd/Eden Grove Poway Signal Mid-day 16.6 B 14. Espola Rd/ Twin Peaks Rd Poway Signal Mid-day 27.6 C 18. Pomerado Rd/ Bernardo Heights Pkwy San Diego Signal Mid-day 30.6 C 19. Pomerado Rd/ Twin Peaks Rd Poway Signal Mid-day 32.5 C Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service c. Minor Street Stop Controlled intersection. Minor street left-turn delay reported. General Notes: 1. Jur = Jurisdiction 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. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 112 TABLE 16–2 NEAR-TERM MID-DAY INTERSECTION OPERATIONS Intersection Jur. Control Type Peak Hour Near-Term (Opening Year 2025) Near-Term (Opening Year 2025) With Project Δ c Delay Sig? Delay a LOS b Delay LOS 5. Summerfield Ln/ Espola Rd San Diego Signal Mid-day 5.6 A 5.6 A 0.0 No 6. Avenida Florencia/ Espola Rd Poway MSSC d Mid-day 14.3 B 15.5 C 1.2 No 7. Valle Verde Rd/ Espola Rd Poway Signal Mid-day 23.4 C 24.4 C 1.0 No 8. Valle Verde Rd/ St Andrews Dr Poway MSSC Mid-day 19.6 C 19.8 C 0.2 No 9. Martincoit Rd/ Espola Rd Poway Signal Mid-day 9.3 A 19.1 B 9.8 No 10. Cloudcroft Dr/ Espola Rd Poway MSSC Mid-day 13.9 B 14.7 B 0.8 No 13. Espola Rd/Eden Grove/ Titan Way Poway Signal Mid-day 16.9 B 16.9 B 0.0 No 14. Espola Rd/ Twin Peaks Rd Poway Signal Mid-day 29.5 C 29.9 C 0.4 No 18. Pomerado Rd/ Bernardo Hts Pkwy San Diego Signal Mid-day 33.2 C 33.8 C 0.6 No 19. Pomerado Rd/ Twin Peaks Rd Poway Signal Mid-day 35.8 D 37.4 D 1.6 No Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service c. Δ denotes the increase in delay due to Project. d. Minor Street Stop Controlled intersection. Minor street left turn delay reported. General Notes: 1. Sig = Significant impact, yes or no. 2. Jur. = Jurisdiction 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. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 113 16.4 Recommendations Provided earlier in this report are the assessments of pedestrian and bicycle mobility in the study area, including the school zone intersections. Recommendations to improve pedestrian and bicycle mobility were discussed in these sections and would contribute to school route mobility. §¨15 P O W A YPOWAY S A N D I E G OSAN D I E G O S .D . C O U N T YS.D . C O U N T Y 1 2 23 24 OldCoachRdSummerfieldGateway ParkRd BajadaR d ValleVerdeRdDel PonienteRd SoleraWy WillowRanchRd TierraBonitaRdMonteVistaRd RiosRd LaderaPiedraWayDel PasoDrRangePa r kRdEdinaWay PomeradoCt EzraLn Old W ineryRdDe er woodStDurhullenDrSummerSageRd Tam OShanter Be rnardoPlazaCt Titan WyCloudcroftDrStAndrewsDr AvenidaLaValenc ia WorldTradeDr DuendaRd Bernardo H e ightsPkyPaseoDelVe ranoDel Dia blo Wa y Midl andRdPoblado Rd AvenidaFlorenciaMat ina lR d W es t B ern a rd oD rB ernardo OaksDr BernardoC e nt erDrPenasquitosDr GreensEastRd Martincoit RdBernardo Cente r D rMadrigalSt DelNort e AndorraWay StoneCanyon RdBernardoOa k sDrR a nc h o CarmelDr LomicaDr Camino S anBernardoTwinPeaksRdPaseoLucido Lake PowayRd Sinto nt eDr CarmelMounta in R d EspolaRd Rancho BernardoRd Es pola RdPomeradoRdC a rm e lR id g e R dPomeradoRdHighlandRanchRd CaminoDelNorte TedW illiams P k y TwinPeaksRd CaminoDelNorte WestwoodElementary ChaparralElementary Painted RockElementary Poway HighBernardoHeights Middle RanchoBernardo High Highland RanchElementary Twin PeaksMiddle Discovery IslePreschool 3 4 765 9 10 11 12 13 14 8 15 16 18 19 17 22 21 20 25 Time: 1:34 PMDate: 10/25/2019N:\3015\Figures School Zone Study Area Intersections Figure 16-1 [ The Farm in Poway Study Intersection Study Intersection within School Buffer (1-mile) 1-mile School Buffer School Project Site Jurisdiction Borders # # ??????JDLD LJJDLD LJLJDLJDLJD LJDLJDLDLJD LJDJDLD LJLDLJJDLJDLDLJD LJDJ LL LJJDD LDDJLJDLDLJD LJDLJDLJDLJD LJDStone Canyon RdAvenida FlorenciaAvenida La ValenciaPomerado RdPomerado RdPomerado RdTwin Peaks RdLake Poway Rd Rancho Bernardo Rd Martincoit RdDel NorteEspola RdPomerado RdPomerado RdEspola RdEspola RdEspola RdCloudcroft DrOld Coach RdRancho Bernardo Rd Espola Rd Stone Canyon Rd Espola Rd Rancho Bernardo Rd Rancho Bernardo Rd Martincoit RdStone Canyon Rd DrwyStone Canyon Rd Pomerado RdPomerado RdPomerado RdTwin Peaks Rd Del NorteAvenida La ValenciaDrwyBernardo Heights Pkwy Rios Rd Espola RdEspola RdPomerado RdEden Grove Pomerado RdAvenida La ValenciaRios RdTitan Way Higa PlEspola Rd Bridewood RdMartincoit RdLake Poway RdEspola Rd Espola RdSt Andrews DrValle Verde RdSt Andrews DrEspola Rd Espola Rd Valle Verde RdValle Verde RdAvenida FlorenciaEspola RdEspola Rd Summerfield LnEspola Rd Valle Verde RdPomerado RdPomerado RdRancho Bernardo RdRancho Bernardo Rd Bernardo Center DrBernardo Center DrRancho Bernardo RdI-15 NB on-rampI-15 NB RampsRancho Bernardo Rd I-15 SB on-rampI-15 SB RampsEspola Rd Stone Canyon Rd Twin Peaks Rd Twin Peaks Rd Espola Rd 1 2 3 4 8765 9 10 11 12 16151413 17 18 19 20 21 22 93850 381820862 94036 61814868 32513696864218 14141816591327 33413551 78304211516 57379 80161127549 401329673 56523 465167910 840096265375 1807486475 33135 2981918 375 637 33575312151 119492182084533 38853140536880116 20662402351982310 A B C C A B B C CC Time: 4:52 PM Date: 1/15/2020 N:\3015\Figures The Farm in Poway Existing Mid-day Peak HourTraffic Volumes Figure 16-2 Study Intersections Intersection Mid-Day Volumes LOS Mid-Day LOS LOS A,B LOS C LOS D LOS E,F DJL # ??????JDLD LJJDLD LJLJDLJDLJD LJDLJDLDLJD LJDJDLD LJLDLJJDLJDLDLJD LJDJ LL LJJDD LDDJLJDLDLJD LJDLJDLJDLJD LJDStone Canyon RdAvenida FlorenciaAvenida La ValenciaPomerado RdPomerado RdPomerado RdTwin Peaks RdLake Poway Rd Rancho Bernardo Rd Martincoit RdDel NorteEspola RdPomerado RdPomerado RdEspola RdEspola RdEspola RdCloudcroft DrOld Coach RdRancho Bernardo Rd Espola Rd Stone Canyon Rd Espola Rd Rancho Bernardo Rd Rancho Bernardo Rd Martincoit RdStone Canyon Rd DrwyStone Canyon Rd Pomerado RdPomerado RdPomerado RdTwin Peaks Rd Del NorteAvenida La ValenciaDrwyBernardo Heights Pkwy Rios Rd Espola RdEspola RdPomerado RdEden Grove Pomerado RdAvenida La ValenciaRios RdTitan Way Higa PlEspola Rd Bridewood RdMartincoit RdLake Poway RdEspola Rd Espola RdSt Andrews DrValle Verde RdSt Andrews DrEspola Rd Espola Rd Valle Verde RdValle Verde RdAvenida FlorenciaEspola RdEspola Rd Summerfield LnEspola Rd Valle Verde RdPomerado RdPomerado RdRancho Bernardo RdRancho Bernardo Rd Bernardo Center DrBernardo Center DrRancho Bernardo RdI-15 NB on-rampI-15 NB RampsRancho Bernardo Rd I-15 SB on-rampI-15 SB RampsEspola Rd Stone Canyon Rd Twin Peaks Rd Twin Peaks Rd Espola Rd 1 2 3 4 8765 9 10 11 12 16151413 17 18 19 20 21 22 97152 391921893 97337 63814899 33713717066519 14141917612339 33533553 81315221616 59382 83167132569 411330697 58524 485347910 841499274378 1867503492 34336 3092019 388 638 34778012161 119832262154552 40255041938182917 21686416363 321 A B C C A B B C DC Time: 11:12 AM Date: 1/16/2020 N:\3015\Figures The Farm in Poway Near-Term (Opening Day) Mid-day Peak Hour Traffic Volumes Figure 16-3 Study Intersections Intersection Mid-Day Volumes LOS Mid-Day LOS LOS A,B LOS C LOS D LOS E,F DJL # ??????JDLD LJJDLD LJLJDLJDLJD LJDLJDLDLJD LJDLJDLJDLJD LJDLDLJJDLJDLDLJD LJDJ LL LJJDD LDDJLJDLDLJD LJDLJDLJDLJD LJDHiga PlEden Grove Espola RdEspola Rd Avenida FlorenciaPomerado RdPomerado RdPomerado RdLake Poway Rd Rancho Bernardo Rd Cloudcroft DrCloudcroft DrTam O Shanter DrTam O Shanter DrPVT Street 'A'PVT Street 'E'Boca Ration LnTam O Shanter DrMartincoit RdMartincoit RdStone Canyon RdStone Canyon Rd DrwyStone Canyon RdDel NortePomerado RdPomerado RdPomerado RdTwin Peaks Rd Del NorteAvenida La ValenciaAvenida La ValenciaDrwyBernardo Heights PkwyStone Canyon Rd Espola RdRios Rd Espola RdTwin Peaks Rd Espola RdPomerado RdPomerado RdPomerado RdPomerado RdAvenida La ValenciaEspola RdRios RdTitan Way Twin Peaks RdEspola Rd Private Street 'A'Espola RdBridewood RdLake Poway Rd Martincoit RdEspola Rd Espola RdCloudcroft DrOld Coach RdEspola RdValle Verde RdSt Andrews DrEspola Rd Valle Verde RdValle Verde RdAvenida FlorenciaEspola Rd Summerfield LnValle Verde RdRancho Bernardo RdPomerado RdPomerado RdRancho Bernardo Rd Rancho Bernardo Rd Bernardo Center DrBernardo Center DrRancho Bernardo RdI-15 NB on-rampI-15 NB RampsRancho Bernardo RdRancho Bernardo Rd I-15 SB on-rampRancho Bernardo RdI-15 SB RampsEspola Rd Cloudcroft Ct Stone Canyon Rd Twin Peaks Rd Espola Rd Espola Rd Espola RdEspola Rd St Andrews Dr 1 2 3 4 8765 9 10 11 12 16151413 17 18 19 20 21 22 23 24 25 1,02253 411921996 1,02440 698141,004 33913717071819 14141917720342 33533555 84315221616 533183759382 836167132569108 411535734 60324 505527910 845199274381 2027513492 35136 3092019 409 638 34979412161 111,0122262154555 40755342439282917 216924163631,017332 A C C C B B B C DC Time: 11:15 AM Date: 1/16/2020 N:\3015\Figures The Farm in Poway Near-Term (Opening Day) Mid-day Peak Hour with Project Traffic Volumes Figure 16-4 Study Intersections Intersection Mid-Day Volumes LOS Mid-Day LOS LOS A,B LOS C LOS D LOS E,F DJL # LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 118 17.0 ACCESS ASSESSMENT 17.1 Network Conditions Vehicular access is primarily proposed at the Espola Road/ Martincoit Road/ Private Street ‘A’ intersection. Secondary access is proposed at three (3) additional locations: Boca Raton Lane/ Private Street ‘E’, Tam O’Shanter Drive/ Private Street ‘A’. Currently, the Espola Road/ Martincoit Road intersection is signalized. The Project proposes to construct the fourth leg of this intersection complete with dedicated southbound left-turn lane and shared southbound thru/right-turn lane. The northbound approach on Martincoit Road will be restriped to provide a dedicated left-turn lane and share thru/right-turn lane. The intersection was assumed to be controlled by protected left-turn phasing. The intersection phasing shall be implemented to the satisfaction of the City Engineer. All other access points from the Project (secondary access points) would be controlled by stop-signs. The geometry at the secondary access points would provide shared left-turn/thru lanes and shared right-turn/thru lanes on the public roadways with shared left-turn/right-turn lanes exiting the Project site. One inbound lane would be provided on the private streets. Figure 17–1 shows the proposed Project Access Conditions Diagram for use in the analysis. 17.2 Traffic Volumes Figure 7–1 provided earlier in this report shows the general distribution of Project trips on Espola Road. Seventy percent (70%) of trips were distributed to/from the west and 26% to/from the east. Traffic volumes at Project access intersections are shown in their respective sections earlier in this report. The main access serves the majority of non-residential and residential uses within the site. The secondary access intersections at Cloudcroft Court, Private Street ‘E” and Private Street ‘A’ were assumed to each serve one percent (1%) of Project traffic given the majority of the uses in the northern portion of the Project are agrarian, open space and low trip generators. It was assumed that the driveway distribution for the site is as follows: Access Location Land Uses Served Trip Distribution Main Access: Espola Road/ Martincoit Road/ Private Street ‘A’ Residential and Non-Residential 97% of Project Trips Secondary Access: Tam O’Shanter Drive/ Private Street ‘A’ Community Gardens, Agri-fields, Open Space 1% of Project Trips Secondary Access: Boca Raton Lane/ Private Street ‘E’ Community Gardens, Agri-fields, Open Space 1% of Project Trips Secondary Access: Cloudcroft Drive/ Cloudcroft Court Residential, Community Gardens and Open Space 1% of Project Trips LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 119 17.3 Access Analysis Table 17–1 summarizes the results of the Project Access intersection analysis. With the proposed improvements to the Project access intersections, LOS B or better operations are calculated under all “Plus Project” scenarios. The access intersections are also analyzed in the main body of the report and worksheets can be found in the appendices for the sections corresponding to each analysis scenario. TABLE 17–1 ACCESS INTERSECTION OPERATIONS Intersection Proposed Control Type Peak Hour Near-Term (Opening Year 2025) With Project Year 2035 With Project Delay a LOS b Delay LOS 9. Espola Road/ Martincoit Road/ Private Street‘A’ Signal AM 20.7 C 23.4 C PM 15.3 B 15.6 B 23. Cloudcroft Drive/ Cloudcroft Court MSSC c AM 7.3 A 7.3 A PM 7.3 A 7.3 A 24. Boca Raton Lane/ Private Street ‘E’ MSSC AM 7.3 A 7.3 A PM 7.3 A 7.3 A 25. Tam O’Shanter Drive/ Private Street ‘A’ MSSC AM 7.3 A 7.3 A PM 7.3 A 7.3 A Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service c. Minor Street Stop-Controlled. Minor street left-turn delay reported. SIGNALIZED UNSGNALIZED 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. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 120 17.4 Emergency Access Discussion The Project proposes four (4) access point on the site plan. Emergency medical services, including ambulance transportation, are provided by the City of Poway as part of the Poway Fire Department operations. The nearest emergency facility, Palomar Medical Center, is located 3.5 miles away on Pomerado Road. The nearest fire station to the Project site is located less than half a mile east, on Westling Court, just off Espola Road. Response time to the furthest planned home within the site is within the five (5) minute response standards maintained by the Fire Department, per the Specific Plan. Êeee !"$ !"$ !"$Cloudcroft DrTam O Shanter DrTam O Shanter DrBoca Ration LnTam O Shanter DrPrivate Street 'A'Martincoit RdCloudcroft DrPVT Street 'A' PVT Street 'E' Espola Rd Cloudcroft Ct Espola Rd DKDKDJKD JKDJ HJLHJLDJ HJLDJ 9 23 24 25 Time: 4:25 PM Date: 1/15/2020 N:\3015\Figures The Farm in Poway Project Access Condition Diagram Figure 17-1 9 23 24 25 Intersection Number Traffic Signal Stop Sign Turning MovementsDJL STOP # * Conceptual Site Plan provided for illustrative purposes only. See the Specific Plan for the latest site plan. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 122 18.0 INTELLIGENT TRANSPORTATION SYSTEMS (ITS) Achieving optimal and sustainable mobility for different modes of transportation requires a comprehensive traffic signal system that utilizes a variety of operations and Intelligent Transportation Systems (ITS) technologies. The use of ITS can provide many benefits to a mobility network, including improved travel time, providing transit bypass methods, helping relay valuable traffic- related information to vehicular and non-vehicular / emergency users, and providing guidance to key destinations. Some ITS applications applicable to the City of Poway include: Traffic Signal Coordination Emergency Vehicle Preemption (EVP) Transit Signal Priority (TSP) Adaptive Signal Control 18.1.1 Traffic Signal Coordination Coordinated traffic signals are an example of an ITS strategy that help improve roadway operations. Traffic signals have coordinated timing plans and information is relayed between traffic signals in real-time. The traffic signals typically communicate using underground copper or fiber optic interconnects. Having traffic signals coordinated helps to maximize the efficiency of the traffic signal system on that roadway. 18.1.2 Emergency Vehicle Preemption (EVP) Emergency Vehicle Preemption technology is utilized to override signal operations and provide priority to approaching emergency responders. EVP is typically a requirement for all traffic signals. 18.1.3 Transit Signal Priority (TSP) Transit signal priority is an ITS strategy that allows public transit vehicles, such as an MTS bus, to communicate with traffic signals to advance transition to a green phase for its approach. Objectives of TSP include improved schedule adherence and improved transit time efficiency while minimizing impacts to normal traffic operations. TSP is typically used for more urban areas with high transit ridership and roadway congestion. 18.1.4 Adaptive Traffic Signal Control (ATSC) Adaptive traffic signal controls (ATSC) are an established solution for mobility along unpredictable and fluctuating traffic patterns of arterials. Adaptive traffic signals or “Smart” traffic signals communicate with each other and dynamically adjust signal timings, memorize traffic patterns, improve traffic flow and reduce vehicle stops. The San Diego region has already implemented adaptive traffic signals on several corridors including Rosecrans Street, Mira Mesa Boulevard, Lusk Boulevard, Friars Road, La Jolla Parkway and Vista Sorrento Parkway in the City of San Diego. The City of Carlsbad and Chula Vista are also deploying major projects. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 123 There are currently no Adaptive Signals in the study area; however, the school zone intersections could benefit from the ATSC technology to facilitate heavy traffic fluctuations. In addition, enhancing the travel flow along Espola Road between Martincoit Road and Pomerado Road would likely deter drivers from taking cut-through routes through nearby residential neighborhoods. 18.2 ITS Communication Systems The communication system is an integral part of ITS functionality and effectiveness. ITS communication occurs between traffic signals, transit / emergency vehicle preemptions and the Traffic Management Center (TMC). 18.3 The Farm in Poway ITS Mobility Considerations The proposed Project will consider Intelligent Transportation Systems (ITS) strategies including traffic signal coordination, and Adaptive Traffic Signal Control. Implementation of ITS strategies must be according to the Cities of Poway and San Diego requirements and may require communications upgrades between the traffic signals, upgrades to vehicle detection and system implementation at the controller cabinets. Remote link to Traffic Management Centers (TMCs) may also be required. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 124 19.0 VEHICLE MILES TRAVELED (VMT) APPROACH 19.1 Statewide VMT Guidelines This section provides an introduction to evaluating potential transportation impacts of a project as proposed by the California Governor’s Office of Planning and Research (OPR) to implement California State Law Senate Bill (SB) 743. OPR proposes that metrics based on Vehicle Miles Traveled (VMT) be used to evaluate a project’s transportation effects, and that projects in proximity to transit are presumed to result in less-than-significant impacts. OPR also suggests thresholds of significance and technical methodologies to calculate VMT. 19.1.1 VMT Background and Induced Travel VMT is defined as a measurement 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. VMT’s are calculated based on individual vehicle trips generated and their associated trip lengths. VMT accounts for two-way (round trip) travel and is often estimated for a typical weekday for the purposes of measuring transportation impacts. Induced travel occurs where roadway capacity is expanded in an area of present or projected future congestion. The effect typically manifests over several years. Lower travel times make the modified facility more attractive to travelers, resulting in potential trip-making changes. Each of these effects has implications for the total amount of vehicle travel. Longer Trips. The ability to travel a long distance in a shorter time increases the attractiveness of destinations that are farther away, increasing trip length and vehicle travel. Changes in Mode Choice. When transportation investments are devoted to reducing automobile travel time, travelers tend to shift toward automobile use from other modes, which increases vehicle travel. Route Changes. Faster travel times on a route attract more drivers to that route from other routes, which can increase or decrease vehicle travel depending on whether it shortens or lengthens trips. Newly Generated Trips. Increasing travel speeds can induce additional trips, which increases vehicle travel. For example, an individual who previously telecommuted or purchased goods on the internet might choose to accomplish those tasks via automobile trips as a result of increased speeds. Land Use Changes. Faster travel times along a corridor lead to land development farther along that corridor; that new development generates and attracts longer trips, which increases vehicle travel. Over several years, this growth component of induced vehicle travel can be substantial. 19.1.2 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, Level Of Service LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 125 (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. In January 2016, the 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. OPR released an update to the CEQA Guidelines and Technical Advisory in December 2018. The technical advisory is publicly available on the state’s website1. Per OPR’s proposed revisions to the CEQA guidelines, a lead agency may elect to be governed by the VMT guidelines immediately. However, beginning July 1, 2020, the VMT guidelines shall apply statewide. Although the City of Poway has not yet adopted VMT guidelines, a VMT analysis was conducted for informational purposes. 19.1.3 Revised CEQA Guidelines The following is an excerpt from the New Section 15064.3 Determining the Significance of Transportation Impacts, Update 2018. This represents regulatory CEQA guidelines on evaluating transportation impacts using VMT. Subdivision (a): Purpose This section describes specific considerations for evaluating a project’s transportation impacts. Generally, vehicle miles traveled is the most appropriate measure of transportation impacts. For the purposes of this section, “vehicle miles traveled” refers to the amount and distance of automobile travel attributable to a project. Other relevant considerations may include the effects of the project on transit and non-motorized travel. Except as provided in subdivision (b)(2) below (regarding roadway capacity), a project’s effect on automobile delay does not constitute a significant environmental impact. Subdivision (b): Criteria for Analyzing Transportation Impacts While subdivision (a) sets forth general principles related to transportation analysis, subdivision (b) focuses on specific criteria for determining the significance of transportation impacts. It is further divided into four subdivisions: (1) land use projects, (2) transportation projects, (3) qualitative analysis, and (4) methodology. Subdivision (b)(1): Land Use Projects Vehicle miles traveled exceeding an applicable threshold of significance may indicate a significant impact. Generally, projects within one-half mile of either an existing major transit stop or a stop along an existing high-quality transit corridor should be presumed to cause a less 1Technical Advisory on Evaluating Transportation Impacts in CEQA, December 2018. http://opr.ca.gov/docs/20190122-743_Technical_Advisory.pdf LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 126 than significant transportation impact. Projects that decrease vehicle miles traveled in the project area compared to existing conditions should be considered to have a less than significant transportation impact Subdivision (b)(2): Transportation Projects Transportation projects that reduce, or have no impact on, vehicle miles traveled should be presumed to cause a less than significant transportation impact. For roadway capacity projects, agencies have discretion to determine the appropriate measure of transportation impact consistent with CEQA and other applicable requirements. To the extent that such impacts have already been adequately addressed at a programmatic level, a lead agency may tier from that analysis as provided in Section 15152. Subdivision (b)(3): Qualitative Analysis If existing models or methods are not available to estimate the vehicle miles traveled for the particular project being considered, a lead agency may analyze the project’s vehicle miles traveled qualitatively. Such a qualitative analysis would evaluate factors such as the availability of transit, proximity to other destinations, etc. For many projects, a qualitative analysis of construction traffic may be appropriate. Subdivision (b)(4): Methodology A lead agency has discretion to choose the most appropriate methodology to evaluate a project’s vehicle miles traveled, including whether to express the change in absolute terms, per capita, per household or in any other measure. A lead agency may use models to estimate a project’s vehicle miles traveled, and may revise those estimates to reflect professional judgment based on substantial evidence. Any assumptions used to estimate vehicle miles traveled and any revisions to model outputs should be documented and explained in the environmental document prepared for the project. The standard of adequacy in Section 15151 shall apply to the analysis described in this section. Subdivision (c): Applicability The provisions of this section shall apply prospectively as described in Section 15007. A lead agency may elect to be governed by the provisions of this section immediately. Beginning on July 1, 2020, the provisions of this section shall apply statewide. 19.1.4 Technical Guidance: Recommended Methodology, Significance Thresholds, Mitigation, and Alternatives The following information is sourced from the Technical Advisory on Evaluating Transportation Impacts in CEQA. This represents a non-regulatory technical advisory on evaluating transportation impacts using VMT, with emphasis on larger-scale land development projects. RECOMMENDATIONS REGARDING METHODOLOGY The following section provides methodology recommendations to evaluate VMT for various technical areas and project types. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 127 Using Models to Estimate VMT Travel demand models, sketch models, spreadsheet models, research, and data can all be used to calculate and estimate VMT. To the extent possible, lead agencies should choose models that have sensitivity to features of the project that affect VMT. Those tools and resources can also assist in establishing thresholds of significance and estimating VMT reduction attributable to mitigation measures and project alternatives. Trip and Tour Based VMT Trip-based assessment of a project’s effect on travel behavior counts VMT from individual trips to and from the project. It is the most basic, and traditionally the most common, method of counting VMT. For residential projects, the sum of home-based trips is called home-based VMT. A Tour-based assessment counts the entire home-back-to-home tour that includes the project and any trips within the tour. Examples include Tour 1: Home → Coffee Shop → Work → Home; Tour 2: Home → Store → Home. Together, all tours comprise household VMT. A tour-based assessment of VMT is a more complete characterization of a project’s effect on VMT. In many cases, a project affects travel behavior beyond the first destination. The location and characteristics of the home and workplace will often be the main drivers of VMT. For example, a residential or office development located near high quality transit will likely lead to some commute trips utilizing transit, affecting mode choice on the rest of the tour. Vehicle Types Vehicle Miles Traveled refers to on-road passenger vehicles, specifically cars and light trucks. Heavy- duty truck VMT could be included for modeling convenience and ease of calculation. Residential and Office Projects Tour- and trip-based approaches offer the best methods for assessing VMT from residential/office projects and for comparing those assessments to VMT thresholds. When available, tour-based assessment is ideal because it captures travel behavior more comprehensively. But where tour-based tools or data are not available for all components of an analysis, a trip-based assessment of VMT serves as a reasonable proxy. When a trip-based method is used to analyze a residential project, the focus can be on home-based trips. Similarly, when a trip-based method is used to analyze an office project, the focus can be on home-based work trips. When tour-based models are used to analyze an office project, either employee work tour VMT or VMT from all employee tours may be attributed to the project. This is because workplace location influences overall travel. For office projects that feature a customer component, such as a government office that serves the public, a lead agency can analyze the customer VMT component of the project using the methodology for retail development (see below). LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 128 Retail Projects Generally, lead agencies should analyze the effects of a retail project by assessing the change in total VMT because retail projects typically re-route travel from other retail destinations. A retail project might lead to increases or decreases in VMT, depending on previously existing retail travel patterns. Considerations for All Projects Lead agencies should not truncate any VMT analysis because of jurisdictional or other boundaries. Thus, where methodologies exist that can estimate the full extent of vehicle travel from a project, the lead agency should apply them to do so. Analyses should also consider a project’s both short- and long-term effects on VMT. 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. The OPR Advisory describes the analysis for the following circumstances which may or may not be applicable to the Project. Presumption of Less Than Significant Impact Near Transit Stops CEQA Guideline Section 15064.3, subdivision (b)(1), states that lead agencies generally should presume that certain projects (including residential, retail, and office projects, as well as projects that are a mix of these uses) proposed within ½ mile of an existing major transit stop or an existing stop along a high-quality transit corridor will have a less-than-significant impact on VMT. Major Transit Stop refers to an existing rail transit station, a ferry terminal served by either a bus or rail transit service, or the intersection of two or more major bus routes with a frequency of service interval of 15 minutes or less during the morning and afternoon peak commute periods. A High-Quality Transit Corridor refers to a corridor with fixed route bus service with service intervals no longer than 15 minutes during peak commute hours. This presumption would not apply, however, if project-specific or location-specific information indicates that the project will still generate significant levels of VMT. One key indicator may be inconsistency with the applicable Sustainable Communities Strategy (as determined by the lead agency, with input from the Metropolitan Planning Organization). If any of these exceptions to the LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 129 presumption might apply, the lead agency should conduct a detailed VMT analysis to determine whether the project would exceed VMT thresholds. Recommended Numeric Thresholds for Residential, Office, and Retail Projects Residential Projects: Per the OPR guidelines, a proposed project exceeding a level of 15 percent 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. Proposed development referencing City VMT per capita must not cumulatively exceed the number of units specified in the SCS for that City and must be consistent with the SCS. For residential projects in unincorporated County areas, the local agency can compare a residential project’s VMT to (1) the region’s VMT per capita, or (2) the aggregate population-weighted VMT per capita of all cities in the region. In MPO areas, development in unincorporated areas measured against aggregate City VMT per capita (rather than Regional VMT per capita) must not cumulatively exceed the population or number of units specified in the SCS for that City because greater-than-planned amounts of development in areas above the regional threshold would undermine achievement of regional targets under SB 375. These thresholds can be applied to either household (i.e., tour-based) VMT or home-based (i.e., trip- based) VMT assessments. Office Projects: Per the OPR guidelines, a proposed project exceeding a level of 15 percent below existing regional VMT per employee may indicate a significant transportation impact. In cases where the region is substantially larger than the geography over which most workers would be expected to live, it might be appropriate to refer to a smaller geography, such as the county, that includes the area over which nearly all workers would be expected to live. Tour-based analysis of office project VMT could consider either total employee VMT or employee work tour VMT. Where tour-based information is unavailable, home-based work trip VMT should be used. Retail Projects: Per the OPR guidelines, a net increase in total VMT may indicate a significant transportation impact. Because new retail development typically redistributes shopping trips rather than creating new trips, estimating the total change in VMT (i.e., the difference in total VMT in the area affected with and without the project) is the best way to analyze a retail project’s transportation impacts. By adding retail opportunities into the urban fabric and thereby improving retail destination proximity, local-serving retail development tends to shorten trips and reduce VMT. Thus, lead agencies generally may presume local-serving retail creates a less-than-significant transportation impact. Regional- serving retail development, on the other hand, which can lead to substitution of longer trips for shorter LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 130 ones, may tend to have a significant impact. Where such development decreases VMT, lead agencies should consider the impact to be less-than-significant. Because lead agencies will best understand their own communities and the likely travel behaviors of future project users, they are likely in the best position to decide when a project will likely be local- serving. Consideration of Thresholds for Other Project Types Of land use projects, residential, office, and retail projects tend to have the greatest influence on VMT. For that reason, OPR recommends the quantified thresholds described above for purposes of analysis and mitigation. Lead agencies, using more location-specific information, may develop their own more specific thresholds, which may include other land use types. Mixed-Use Projects Lead agencies can evaluate each component of a mixed-use project independently and apply the significance threshold for each project type included (e.g., residential and retail) if data is available. Alternatively, a lead agency may consider only the project’s dominant use. In the analysis of each use, a project should take credit for internal capture. Combining different land uses and applying one threshold to those land uses may result in an inaccurate impact assessment. Redevelopment Projects Where a project replaces existing VMT-generating land uses, if the replacement leads to a net overall decrease in VMT, the project would lead to a less-than-significant transportation impact. If the project leads to a net overall increase in VMT, then the thresholds described above should apply. Land Use Plans As with projects, agencies should analyze VMT outcomes of land use plans over the full area over which the plan may substantively affect travel patterns, including beyond the boundary of the plan or jurisdiction’s geography. Analysis of specific plans may employ the same thresholds described above for projects. A general plan, area plan, or community plan may have a significant impact on transportation if it is not consistent with the relevant RTP-SCS. Rural Projects In rural areas (i.e., areas not near established or incorporated cities or towns), fewer options may be available for reducing VMT, and significance thresholds may be best determined on a case-by-case basis. Note, however, that clustered small towns and small-town main streets may have substantial VMT benefits compared to isolated rural development, similar to the transit-oriented development described above. RTP-SCS Consistency (All Land Use Projects) Section 15125, subdivision (d), of the CEQA Guidelines provides that lead agencies should analyze impacts resulting from inconsistencies with regional plans, including regional transportation plans general plan and land use designation and density. For this reason, if a project is inconsistent with the LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 131 Regional Transportation Plan and Sustainable Communities Strategy (RTP/SCS), the lead agency should evaluate whether that inconsistency indicates a significant impact on transportation. Multimodal Transportation Network Because criteria for determining the significance of transportation impacts must promote “the development of multimodal transportation networks,” lead agencies should consider project impacts to transit systems and bicycle and pedestrian networks. For example, a project that blocks access to a transit stop or blocks a transit route itself may interfere with transit functions. When evaluating impacts to multimodal transportation networks, lead agencies generally should not treat the addition of new transit users as an adverse impact. An infill development may add riders to transit systems and the additional boarding and alighting may slow transit vehicles, but it also adds destinations, improving proximity and accessibility. Such development also improves regional vehicle flow by adding less vehicle travel onto the regional network. Increased demand throughout a region may, however, cause a cumulative impact by requiring new or additional transit infrastructure. Such impacts may be adequately addressed through a fee program that fairly allocates the cost of improvements not just to projects that happen to locate near transit, but rather across a region to all projects that impose burdens on the entire transportation system, since transit can broadly improve the function of the transportation system. Transportation Project Considerations (Induced Demand) Transportation projects may change travel patterns. If a project would likely lead to a measurable and substantial increase in vehicle travel, the lead agency should conduct an analysis assessing the amount of vehicle travel the project will induce. Project types that would likely lead to a measurable and substantial increase in vehicle travel generally include the addition of through lanes on existing or new highways, including: General purpose lanes, HOV lanes, peak period lanes, auxiliary lanes, or lanes through grade-separated interchanges. Projects that would not likely lead to a substantial or measurable increase in vehicle travel, and therefore generally should not require an induced travel analysis, include: Installation, removal, or reconfiguration of traffic lanes that are not for through traffic, such as left, right, and U-turn pockets, or emergency breakdown lanes that are not utilized as through lanes. Addition of roadway capacity on local or collector streets provided the project also substantially improves conditions for pedestrians, cyclists, and, if applicable, transit as well. Installation, removal, or reconfiguration of traffic control devices, including Transit Signal Priority (TSP) features. Traffic metering systems LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 132 Timing of signals to optimize vehicle, bicycle, or pedestrian flow Analyzing Safety Impacts Because safety concerns result from many different factors, they are best addressed at a programmatic level (i.e., in a general plan or regional transportation plan) in cooperation with local governments, metropolitan planning organizations, and, where the state highway system is involved, the California Department of Transportation. In most cases, such an analysis would not be appropriate on a project- by-project basis. Increases in traffic volumes at a particular location resulting from a project typically cannot be estimated with sufficient accuracy or precision to provide useful information for an analysis of safety concerns. Moreover, an array of factors affect travel demand (e.g., strength of the local economy, price of gasoline), causing substantial additional uncertainty. Lead agencies should note that automobile congestion or delay does not constitute a significant environmental impact starting on July 1st, 2020. VMT MITIGATION AND ALTERNATIVES When a lead agency identifies a significant impact, it must identify feasible mitigation measures and project alternatives that could avoid or substantially reduce that impact. VMT is largely a regional impact. Therefore, regional VMT reduction programs may be an appropriate form of mitigation. In- lieu fees have been found to be valid mitigation where there is both a commitment to pay the fees and evidence that the mitigation will occur. Potential mitigation to reduce vehicle miles traveled include, but are not limited to: Improve or increase access to transit. Increase access to common goods and services, such as groceries, schools, and daycare. Incorporate housing into the project. Incorporate neighborhood electric vehicle network. Orient the project toward transit, bicycle and pedestrian facilities. Improve pedestrian or bicycle networks, or transit service. Provide traffic calming. Provide bicycle parking. Limit or eliminate parking supply. Unbundle parking costs. Provide parking or roadway pricing or cash-out programs. Implement or provide access to a commute reduction program. Provide car-sharing, bike sharing, and ride-sharing programs. Provide transit passes. Shifting single occupancy vehicle trips to carpooling or vanpooling, for example providing ride- matching services. Providing telework options. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 133 Providing incentives or subsidies that increase the use of modes other than single-occupancy vehicle. Providing on-site amenities at places of work, such as priority parking for carpools and vanpools, secure bike parking, and showers and locker rooms. Providing employee transportation coordinators at employment sites. Providing a guaranteed ride home service to users of non-auto modes. Examples of project alternatives that may reduce vehicle miles traveled include, but are not limited to: Locate the project in an area of the region that already exhibits low VMT. Locate the project near transit. Increase project density. Increase the mix of uses within the project or within the project’s surroundings. Increase connectivity and/or intersection density on the project site. Deploy management strategies (e.g., pricing, vehicle occupancy requirements) on roadways or roadway lanes. 19.2 Local/Regional VMT Guidelines 19.2.1 Transition to SB 743 Guidelines Local and regional agencies, as well as transportation professionals, have already begun transitioning to SB 743. To date, like most cities, the City of Poway has not yet adopted significance criteria or technical methodologies for VMT analysis. However, many local agencies, along with SANDAG, and San Diego County are actively participating in San Diego’s local Institute of Transportation Engineers (ITE) SB 743 Subcommittee. Through the collaboration of the subcommittee, an update to the Guidelines for Transportation Impact Studies in the San Diego Region, May 2019, has been completed consistent with CEQA VMT requirements. Though, this document has yet to be officially adopted by local agencies as it has recently been published. The guidelines are generally consistent with the OPR thresholds for VMT significance, including that lead agencies have the discretion to choose a VMT metric and threshold. Key differences between the OPR and San Diego ITE Subcommittee guidelines are: 1. Minimum Project Size Based on Previous TIS Guidelines – Under this alternative, projects would be subjected to different levels of VMT analysis, depending on the size of the project and whether the project is consistent with the local jurisdiction’s General Plan or Community Plan. Projects that are consistent with the General Plan or Community Plan are also considered to be consistent with the RTP/SCS. The determination of minimum project size for VMT analysis differs from the Statewide guidance. Below shows the Subcommittee guidelines. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 134 Projects Inconsistent with General Plan or Community Plan ADT Level of Analysis 0 – 500 VMT Analysis Not Needed/VMT Impacts Presumed Less than Significant 500 and Greater VMT Analysis Recommended Projects Consistent with General Plan or Community Plan ADT Level of Analysis 0 – 1,000 VMT Analysis Not Needed/VMT Impacts Presumed Less than Significant 1,000 and Greater VMT Analysis Recommended *Statewide guidance can still be applied per lead agency. 2. Projects proposed within ½-mile of an existing major transit stop or an existing stop along a high-quality transit corridor will have a less-than-significant impact on VMT. This presumption would not apply, however, if project-specific or location-specific information indicates that the project would still generate significant levels of VMT. In addition, the distance between the project site and the transit station is typically based on direct walking distance without missing sidewalks or physical barriers. 3. The lead agency may choose that VMT comparisons be made at a community level rather than a citywide level, providing flexibility as compared to the Statewide guidelines. 4. These guidelines recommend that VMT/employee comparisons be made at both the regional and citywide level (or community level), where the Statewide guidelines suggestion regionwide only. 19.2.2 Significance Criteria Based on both OPR and local guidelines, described in the preceding sections, significance thresholds were developed for the Project. Per the San Diego ITE SB 743 Subcommittee guidelines, “The target is to achieve a project VMT per capita or VMT per employee that is 85% or less of the appropriate average based on suggestions in [the] guidelines. Note that the lead agencies have discretion for choosing a VMT metric and threshold.” Since the City of Poway has yet to adopt guidelines for measuring VMT impacts, the OPR guidelines were applied which suggest the Project would be presumed to have a less-than-significant impact if the Project VMT per capita is less than 15 percent of the Citywide average VMT per capita. Thus, the threshold for significance for projects located within the City of Poway would be exceeded if a project’s VMT per capita is higher than 85 percent of the Citywide average VMT per capita. 19.2.3 Technical Methodology As discussed in the previous sections, both the OPR Statewide and the recently published San Diego ITE SB 743 Subcommittee guidelines were reviewed. This section discusses key technical methodologies and approaches for some of these criteria, as appropriate. The over-arching technical approach for the Project can be broken down into several components: Adherence to OPR and Local Guidelines LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 135 Utilize local, independent resources and data science (i.e. GPS/Navigation data analytics) Account for the Total Site Population Review the VMT analysis on the near-term conditions, which represents the worst-case scenario as average trip lengths and mode splits will reduce auto-dependency and associated VMT over time. Adherence to OPR & Local Guidelines The VMT calculations for the Project were based on the OPR’s Technical Advisory that have been detailed in the preceding sections. The reason for utilizing OPR’s Statewide guidance for Project impacts was due to the reliance on data science for existing travel behavior, population, and other statistical information. Significance criteria applied to the VMT calculations was based on the local San Diego ITE SB 743 Subcommittee guidelines. Utilize Local Independent Resources and Data GPS data analytics was a key tool in determining average trip length for trip based VMT calculations VMT calculations in the existing baseline. This data source is commonly referred to as “data science” analytics. The existing baseline and Project VMT analyses were conducted for the Project considering all population types (i.e. residents and employees.) LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 136 20.0 THE FARM IN POWAY VMT ANALYSIS Although the City of Poway has not yet adopted VMT guidelines, a VMT analysis was conducted given forthcoming changes to CEQA. 20.1 VMT Project Context Screening Prior to any detailed VMT analysis, OPR and the San Diego ITE SB 743 Subcommittee guidelines recommend “screening thresholds” to help identify if a project is expected to result in a less-than- significant impact. To that end, The Farm in Poway Project was reviewed. Specifically, the surrounding land uses, population density, transportation infrastructure and Project-specific design was considered. 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. Table 20–1 summarizes the key elements relative to The Farm in Poway Project. TABLE 20–1 VMT PROJECT CONTEXT SCREENING Project Context Elements Notes Surrounding Area Land Use Mix Adjacent retail and employment centers provide good land use mix and may promote a lower VMT than the regional average. Surrounding Area Population Density San Diego County has an average density of 793 people per square mile. City of Poway has a density of 1,220 people per square mile. A lower density in the City of Poway may promote a higher VMT than the region. Appendix U contains population density calculations. Mobility Options High frequency transit service is not provided within ½ mile from the Project boundary. However, the Project may provide internal low-speed electric and neighborhood electric vehicles on-site connecting between the various planning areas. The Project will provide pedestrian and bicycle facilities. Overall, the Project may provide enhanced mobility options. Project-Specific Design Elements The proposed Project introduces local serving retail, agricultural, and recreational amenities which increases the land use mix and density. Project design features consider enhanced bicycle and pedestrian facilities to connect residents both within and outside the Project site. These Project- specific design elements promote lower VMT. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 137 20.2 Proximity to Transit Public transportation improves mobility and reduces congestion in the community and the region. Per the significance criteria, if a project is within ½ mile of a major transit stop or a stop along a high- quality transit corridor, it should be presumed to have a less-than-significant impact on VMT. This presumption would not apply, however, if project-specific or location-specific information indicates that the project will still generate significant levels of VMT. A transit stop can include a planned and funded stop that is included in an adopted regional transportation improvement program. Major transit stop refers to a location containing an existing rail transit station, a ferry terminal served by either a bus or rail transit service, or the intersection of two or more major bus routes with a frequency of service interval of 15 minutes or less during the morning and afternoon peak commute periods. A High-Quality transit corridor means a corridor with fixed route bus service with service intervals no longer than 15 minutes during peak commute hours. For The Farm in Poway Project, bus service is provided by the Metropolitan Transit System (MTS) with stops along Espola Road fronting the Project site. Route 945A runs on a loop route in counterclockwise direction passing through Espola Road, Pomerado Road, Poway Road, Midland Road, and Twin Peaks Road. Route 945A runs on weekdays from 6:36 AM to 8:25 AM departing from Pomerado Road and Rancho Bernardo Road and 2:35 PM to 4:34 PM departing from Midland Road and Poway Road. This route operates with two (2) morning routes and two (2) afternoon routes. This route does not run on weekends or observed holidays. Improvements to overall transit access for the site are recommended through coordination with MTS to improve and replace the existing stop(s) on Espola Road on the northwest corner of the Espola Road/Martincoit Drive/Private Street ‘A’ intersection and/or the northwest corner of the Espola Road/Cloudcroft Drive intersection and adjust schedules, if needed, to meet the demands of new and existing riders. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 138 20.3 VMT per Capita A detailed VMT analysis was conducted using the identified guidelines. In order to calculate the existing baseline and Project VMT per capita, the VMT average trip lengths were determined using navigation / GPS data analytics. This data source is commonly referred to as “data science” analytics. The data was obtained from Navigation-GPS devices, and Location-Based Services (LBS) such as cellphones and connected vehicles. Other location-based data was obtained from cellphone applications actively tracking location, public census, traffic counts, and other third-party suppliers. A software program is used to measure origin-destination travel patterns and trip length attributes. This data represents trip-based VMT which represent individual trips between an origin and destination. This differs from tour-based VMT where trips are characterized by trip type and traveler (i.e. home- based work or home-based other). 20.3.1 City of Poway VMT The City of Poway baseline VMT was developed first through population data obtained from US Census Bureau – American Community Survey (2017). This information is provided via the SANDAG Data Surfer publicly available website. The average trip lengths were GPS based and represent a data size of approximately 31,200 devices over the course of one year. Table 20–2 summarizes the data utilized and the resultant existing baseline City of Poway VMT per capita. As shown in Table 20–2, the “trip based” City of Poway baseline VMT per capita was calculated as 24.8 miles. For the purpose of determining the significance of VMT impacts, the Project VMT per capita would need to be 85% below the Citywide average, which equates to 21.0 VMT per capita. Appendix N contains the VMT calculations. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 139 TABLE 20–2 CITY OF POWAY – EXISTING BASELINE VMT/CAPITA Area City Population (Residents & Employees) Regional Person Trip Rate per Capita (Daily) Auto Mode Split Total Daily Auto Trips (roundtrip) Average Auto Trip Length (one-way, miles) Total Daily VMT City VMT per Capita Significance Threshold (85% of Existing) City of Poway 49,981 3.50 88.0% 145,545 8.5 1,237,133 24.8 21.0 General Notes: 1. Populations and auto mode splits obtained from US Census Bureau data - American Community Survey (ACS) 2017 2. A person trip rate per capita of 3.5 was assumed based on a review of available information. The lower the trip rate directly translates to a lower City threshold and therefore represents a conservative approach. The SANDAG Regional Transportation Study identifies and average of 4.3 daily trips per person. NCHRP Research Report 868 - Cell Phone Location Data for Travel Behavior Analysis, 2018 reports Call Detail Records (CDR) are estimated to generate 3.5 daily person trips per Capita and the FHWA Travel Model Validation and Reasonableness Checking Manual, 2010 estimates 4.0 daily person trips per Capita. 3. Mode splits (SOV: drive alone & HOV: carpool) obtained from US Census Bureau data - American Community Survey (ACS) 2017. Auto mode share calculated at 80% SOV and 8% HOV for a total of 88%. Vehicle Occupancy Ratio (VOR) was assumed to be 1.0 persons per vehicle for SOV and 2.5 persons per vehicle for HOV. The 2.5 HOV VOR was assumed given a minimum of 2 persons per vehicle is the required number of passengers to use the HOV lane, and the expectancy that greater than 2 persons per vehicle would be traveling in the HOV lane as well. 4. Average Trip Lengths based on GPS data obtained from daily, weekday trip data for a 1-year time period between March 2018 and February 2019. The total data sample size is approximately 31,200. This represents trip-based travel patterns (and not tour-based travel patterns). 5. Total VMT = Daily Auto Trips (roundtrip) x Average Auto Trip Length (one-way) 6. VMT per Capita = Total VMT / Total Population 7. Significance threshold is 85% of the City VMT per capita (24.8 x 85% = 21.0) 20.3.2 Project VMT Similar to the City calculations, the Project VMT per capita was determined. The first method uses data science to calculate the Project VMT under baseline conditions. The Project was categorized into land use types which include Residential, Health Club, Entertainment, Restaurant, Agricultural, and Park and Trails. Given the Project site is occupied by a decommissioned golf course, proxy sites in the immediate vicinity with similar characteristics were used to determine average trip lengths using Navigation GPS Analytics. Average trip lengths were based on GPS data obtained from daily, weekday trip data for a one-year time period between March 1, 2018 and February 28, 2019. The total data sample size is approximately 2,000 devices. Appendix N contains the existing Project VMT calculations. The Farm in Poway Project population estimates were used along with the trip generation estimates for auto mode splits and daily auto trips. As shown in Table 20–3, the Project VMT per capita is calculated at 19.0. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 140 TABLE 20–3 THE FARM IN POWAY – PROJECT VMT/CAPITA Land Use Type Site Population Estimate Daily Auto Trips (roundtrips) Average Trip Length (one-way, miles) Total VMT VMT per capita The Club a Pool/4 tennis courts, 16 pickleball courts/Multi-Purpose Room 69 155 6.3 974 14.2 Social @ The Gardens b Café/Coffee/Wine & Beer Garden 183 412 4.7 1938 10.6 The Barn c Wedding Venue/Music Venue/ Multi-Purpose Room 81 182 6.3 1147 14.2 Programmed Open Space Recreation d The Butterfly Farm Vivarium/Greenhouse, Classroom, Picnic Area, Garden, Trails 98 222 5.0 1108 11.3 Agri-Fields e 7 15 4.3 63 9.4 Unprogrammed Open Space Conservation f Tranquility Garden, Tot Lot, Community Gardens, Open Space Recreation 89 202 5.4 1090 12.3 Residential 160 Dwelling Units 531 1337 10.3 13768 25.9 Total – 2,524 – 20,099 19.0 General Notes: 1. Residential population was obtained from proxy site data showing average occupancy of 3.32 persons per unit. 2. The Club population was obtained from SANDAG population estimates: Code 7214 for “Recreational/Racquetball Club”. See Appendix N on population estimate calculations. 3. The Social at the Gardens population was obtained from SANDAG population estimates: Code 5012 for “Quality Restaurant”. See Appendix N on population estimate calculations. 4. The Barn population was obtained from SANDAG population estimates: Code 7202 for “Recreational/Arena”. See Appendix N on population estimate calculations. 5. The Programmed Park population was obtained from SANDAG population estimates: Code 6895 for “Middle School”. This use was selected given the classroom characteristics of the Butterfly Vivarium and greenhouse programming. See Appendix N on population estimate calculations. 6. The Agri-Fields and Unprogrammed Park populations were estimated using the ADT generation. 7. Average vehicle occupancy rate (VOR) for this area is calculated to be 1.14 persons per vehicle. 8. Population estimates that were derived from Trip Generation assumes one full trip includes and inbound and an outbound trip. 9. Daily Auto Trips assumes a 15% internal / mixed use reduction 10. Average Trip Lengths based on GPS data obtained from daily, weekday trip data for a 1-year time period between March 1 2018 and February 28, 2019. The total data sample size is approximately 2,000 devices. 11. Total SB743 VMT = Daily Auto Trips (roundtrip) x Average Auto Trip Length (one-way) 12. VMT per capita = Total VMT / Total Population LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 141 As shown in Table 20–3, the Project VMT per capita of 19.0 is lower than the Citywide average VMT per capita threshold of 21.0. Therefore, based on the applied significance criteria, The Farm in Poway Project VMT does not result in a significant transportation impact. Therefore, mitigation measures are not required. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 142 21.0 PROJECT DESIGN FEATURES, SIGNIFICANCE OF IMPACTS, MITIGATION MEASURES, AND RECOMMENDATIONS Project Design Features are new public facilities constructed as part of the Project to provide direct access to the Project site. Significant impacts are calculated at existing locations where the addition of Project traffic would result in unacceptable operations and/or exceed the thresholds set forth by the respective jurisdiction. Significant impacts require the implementation of mitigation measures to restore operations to below significant levels. The analyses presented in this report evaluate The Farm in Poway’s potential vehicular impacts based on the currently adopted guidelines which focus on Automobile Delay (or Level of Service). In addition to these analyses, the multi-modal network was comprehensively reviewed. Pedestrian and bicycle mobility were reviewed on- and off-site. Transit conditions and access to transit were evaluated. The growing role of Intelligent Transportation Systems (ITS) is also reviewed. Collectively, these multi-modal networks and trip efficiency strategies help promote local and regional mobility without auto-dependency. 21.1 Project Design Features As part of the Project, access improvements are proposed from public roadways. Table 21–1 below provides a summary of the Project Design Features: TABLE 21–1 PROJECT DESIGN FEATURES Location Project Design Features PDF-1 Intersection #9. Espola Road/ Martincoit Road/ Private Street ‘A’: Construct the north leg of the intersection and provide one dedicated left-turn lane, and a shared thru/right-turn lane. Provide protected traffic signal phasing in the north/south directions and protected left-turn phasing in the east/west directions. Restripe the south leg (northbound approach) to provide a left-turn lane and shared thru/right-turn lane. PDF-1 Intersection #23. Cloudcroft Drive/ Cloudcroft Court: Install a stop-sign on the Project access road (Cloudcroft Court) to control movements egressing the site. Provide a shared left-turn/right-turn. PDF-3 Intersection #24. Boca Raton Lane/ Private Street ‘E’: Install a stop-sign on the Project access road (Private Street ‘E’) to control movements egressing the site. All turn lanes will be shared with through movements. PDF-4 Intersection #25. Tam O’Shanter Drive/ Private Street ‘A’: Install a stop-sign on the Project access road (Private Street ‘A’) to control movements egressing the site. All turn lanes will be shared with through movements. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 143 21.2 Significance of Impacts & Mitigation Measures Per City of Poway and City of San Diego significance thresholds and the analysis methodology presented in this report, Project and cumulative traffic is calculated to result in one (1) significant auto- related impact. Direct impacts were calculated where Project-added traffic resulted in a degradation in measures of effectiveness above the allowable thresholds in the Near-Term (Opening Year 2025) conditions. Cumulative impacts were calculated where Project-added traffic resulted in a degradation in measures of effectiveness greater than the allowable thresholds in the Horizon Year 2035 condition. (See Tables 5–1 and 5–2 for the allowable thresholds of significance.) Table 21–2 summarizes the impacted locations for each scenario analyzed in this report. TABLE 21–2 IMPACT SUMMARY TABLE MM# Location Jur. Near-Term (Opening Year 2025) Horizon Year 2035 Near-Term With Project Near-Term With Project (School Zone Mid-Day Analysis) a Horizon Year 2035 With Project TRA-1 Intersection #17. Pomerado Road/ Stone Canyon Road San Diego Direct None Cumulative Footnotes: a. The Near-Term With Project (School Zone Mid-Day Analysis) analyzes the 1:45-3:45 PM peak hour, which represents the school end time. Analysis for the AM peak hour generally coincides with the AM commute peak hour (7:00-9:00 AM). General Notes: 1. MM = Mitigation Measure 2. Jur. = Jurisdiction Table 21–3 identifies recommended mitigation measures. Figure 21–1 shows the locations of the significantly impacted intersections and Figure 21–2 identifies the recommended mitigation measures. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 144 TABLE 21–3 RECOMMENDED MITIGATION MEASURES MM# Jur. Location Impact Type Mitigated to Below Significant Levels? (Yes/No) TRA-1 San Diego Intersection #17. Pomerado Road/ Stone Canyon Road In order to mitigate this Project impact to below significant levels, it is recommended that the Project modify the traffic signal to provide east/west split phasing. Near-Term Direct & Horizon Year Cumulative Yes General Notes: 1. MM = Mitigation Measure 2. Jur. = Jurisdiction LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 145 21.3 Post-Mitigation Analysis Table 21–4 summarizes the pre- and post-mitigation levels of service at the significantly impacted intersections for the Near-Term (Opening Year 2025) and Horizon Year 2035 scenarios. The mitigation proposed for Near-Term (Opening Year 2025) direct impacts also mitigates the Horizon Year 2035 cumulative impacts. The analysis worksheets of the mitigated intersections are included in Appendix O. TABLE 21–4 POST-MITIGATION ANALYSIS MM# Location Jur. Control Type Scenario Peak Hour Pre-Mitigation Operations a Post Mitigation Operations Without Project With Project Delay b LOS c Delay LOS Delay LOS TRA-1 Intersection #17. Pomerado Rd/ Stone Canyon Rd San Diego Signal Near-Term (OY 2025) AM 99.6 F 105.7 F 17.6 B PM 90.5 F 97.6 F 21.5 C Horizon Year 2035 AM 123.6 F 129.4 F 24.1 C PM 130.0 F 137.2 F 43.7 D Footnotes: a. Average delay expressed in second per vehicle. b. Level of service. c. Minor-street stop-controlled intersection. Minor street critical movement delay reported (southbound left-turn). General Notes: 1. MM# = Mitigation measure number. 2. Sig = Significant impact post-mitigation? 3. Mitigation provided for locations currently operating at LOS E or F are required to improve operations to better than or equal to pre-Project conditions only. 4. Jur. = Jurisdiction 5. OY = Opening Year LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 146 21.4 Recommendations In addition to the Project Design Features and Mitigation Measures discussed above, the following improvements are recommended: 21.4.1 Auto Improvements AI-1. Adaptive Traffic Signal Controls: In order to deter cut-through traffic on Martincoit Road, Stone Canyon Road, Avenida Florencia, Avenida La Valencia, Summerfield Lane, and Rios Road, it is recommended that Adaptive Traffic Signal Controls (ATSC) be installed at four (4) existing traffic signals along Espola Road between Pomerado Road and Martincoit Road. Adaptive traffic signal controls (ATSC) are an established solution for mobility along unpredictable and fluctuating traffic patterns of arterials. Adaptive traffic signals or “Smart” traffic signals communicate with each other and dynamically adjust signal timings, memorize traffic patterns, improve traffic flow and reduce vehicle stops. The provision of ATSC along this corridor would be expected to improve travel times and thus, cut-through travel routes would be less desirable. In addition to diverting traffic from residential streets, ATSC along Espola Road would be expected to improve signal responsiveness to weekday mid-day school peak traffic periods. (Figure 21–2 also shows the location of the ATSC along Espola Road.) 21.4.2 Pedestrian Improvements PI-1. In order to preserve the semi-rural character of Espola Road given its classification as a “scenic roadway”, construct a six-foot concrete sidewalk and nine-foot trail separated from the roadway by a landscaped buffer. PI-2. Construct sidewalks on at least one side of all on-site roadways to connect to on-site trails, leading to the transit stop at the Espola Road/Cloudcroft Drive. PI-3. Provide curb extensions, also referred to as bulb-outs at key on-site intersections, where on-street parking is proposed and feasible, to reduce crossing length and improve pedestrian visibility. PI-4. Provide crosswalks on-site where trails and sidewalks meet vehicular traffic. PI-5. Enhance connectivity between the Project site and St. Andrews Drive given the residents of the Project will be assigned to Chaparral Elementary School, which is located within close proximity to the site. Therefore, special safety features at the Espola Road/ Valle Verde Road intersection should include enhanced crosswalk paving for high visibility, pedestrian signals with countdown timers, leading pedestrian interval timing, ADA compliant curb ramps, and smart adaptive signals that can adjust signal phasing and extend pedestrian walk time based upon time of day. PI-6. There is currently a pedestrian trail that takes access from Valle Verde Road between Edina Way and Solera Way that meanders through private property ultimately reaching Chaparral Elementary. While it is likely that some residents use this trail to reach the school via bike or foot, it is a private HOA-maintained facility without any guarantees of remaining open. Therefore, it is recommended that the Project construct the missing connection of the five-foot contiguous sidewalk along the west side of Valle Verde Road approximately 350 feet north of Edina Way to Solera Way. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 147 PI-7. The uncontrolled intersection of St. Andrews Drive and Valle Verde Road should be improved to provide a high visibility crosswalk with ADA compliant curb ramps. PI-8. Provide an enhanced crosswalk at the Espola Road/Martincoit Road intersection and include a pedestrian crossing on the west leg of Espola Road. This intersection serves as a major access intersection to the Painted Rock Elementary School. Special safety features should include enhanced crosswalk paving for high visibility, and pedestrian signals with countdown timers, leading pedestrian interval timing, ADA compliant curb ramps, and smart adaptive signals that can adjust signal phasing and extend pedestrian walk time based upon time of day. 21.4.3 Bicycle Improvements BI-1. Retrofit the intersection crossings at Espola Road/ Martincoit Road and Espola Road/ Valle Verde Road with high visibility crosswalks to reduce bicycle /vehicle conflicts and provide bicycle signal detection. Coordinate with the City of Poway on implementing bike treatments (e.g. bike detection, green striping) at the intersection. BI-2. Provision of the on-site multi-use trails will be shared between bicycles and other users, including pedestrians and equestrians. Appropriate signage will indicate rules for yielding to various users. BI-3. Traffic calming measures and low speed designs should be used in the design of on-site roadways, with “shared roadway” markings identifying that bicycle use is permitted. BI-4. Provide bicycle parking stations on-site, staging areas, trail respite rest stops, and seating along the multi-use trail, and a bike station. 21.4.4 Transit Improvements TI-1. Work with the San Diego Metropolitan Transit System (MTS) to improve and replace the existing stop(s) on Espola Road on the northwest corner of the Espola Road/Martincoit Drive/Private Street ‘A’ intersection and/or the northwest corner of the Espola Road/Cloudcroft Drive intersection and adjust schedules, if needed, to meet the demands of new and existing riders. 21.4.5 Alternative Vehicles AV-1. It is recommended that the Project design all on-site roadways to accommodate NEVs and LSVs during daylight hours. §¨15 1 2 3 4 765 9 10 11 12 13 14 15 16 18 19 17 23 24 OldCoachRdSummerfieldGateway ParkRd BajadaRd ValleVerdeRdDelPoniente Rd SoleraWy WillowRanchRd TierraBonitaRdMonteVista R dRiosRd LaderaPiedraWayDelPasoDrRangePar kRdEdinaWay PomeradoCt EzraLnOldWineryRdDeerwoodStSummerSageRdTamOShanterBernardoPlazaCtTitanWy CloudcroftDrStAndrewsDr AvenidaLaValenciaWorldTradeDr DuendaRd BernardoHeightsPky PaseoDelVeranoD el Diablo Way MidlandRdP o bla d o R d AvenidaFlorenciaMatinalRdW e stB e rnardoD rBernardo OaksDr BernardoCenterDrPenasquitosDrGreensEastRd MartincoitRdMadrigalSt DelNorte AndorraWayStoneCanyonRdBernardoOak s Dr RanchoCarmelDrLomicaDr C aminoSanBernardoTwin PeaksRdPaseoLucido LakePoway Rd Sinto nt eDrCarmelValleyRdCarme lM o u nta inRdEspolaRd Rancho Bernardo Rd EspolaRdPomeradoRdPomeradoRdHighland R an ch Rd CaminoDelNorte TedWilliamsPkyTwinPeaksRd CaminoDelNorte P O W A YPOWAYSAN D I E G OSAN D I E G O S .D . C O U N T YS.D . C O U N T Y 8 22 21 20 25 Time: 4:27 PM Date: 1/15/2020 N:\3015\Figures Significant Impacts Figure 21-1 [ The Farm in Poway Study Intersection Intersection Direct/Cumulative Impact Segment Direct/Cumulative Impact # # §¨15 4 75 9 17 1 2 3 6 10 11 12 13 14 15 16 18 19 23 24 OldCoachRdSummerfieldGateway ParkRd BajadaRd ValleVerdeRdDelPoniente Rd SoleraWy WillowRanchRd TierraBonitaRdMonteVista R dRiosRd LaderaPiedraWayDelPasoDrRangePar kRdEdinaWay PomeradoCt EzraLnOldWineryRdDeerwoodStSummerSageRdTamOShanterBernardoPlazaCtTitanWy CloudcroftDrStAndrewsDr AvenidaLaValenciaWorldTradeDr DuendaRd BernardoHeightsPky PaseoDelVeranoD el Diablo Way MidlandRdP o bla d o R d AvenidaFlorenciaMatinalRdW e stB e rnardoD rBernardo OaksDr BernardoCenterDrPenasquitosDrGreensEastRd MartincoitRdMadrigalSt DelNorte AndorraWayStoneCanyonRdBernardoOak s Dr RanchoCarmelDrLomicaDr C aminoSanBernardoTwin PeaksRdPaseoLucido LakePoway Rd Sinto nt eDrCarmelValleyRdCarme lM o u nta inRdEspolaRd Rancho Bernardo Rd EspolaRdPomeradoRdPomeradoRdHighland R an ch Rd CaminoDelNorte TedWilliamsPkyTwinPeaksRd CaminoDelNorte P O W A YPOWAYSAN D I E G OSAN D I E G O S .D . C O U N T YS.D . C O U N T Y 8 22 21 20 25 Time: 4:36 PM Date: 1/15/2020 N:\3015\Figures Mitigation Measures & Recommended Auto Improvements Figure 21-2 [ The Farm in Poway Study Intersection Recommended Auto Improvements # # Corridor with adaptive signal control Recommended Auto Improvements →Adaptive Traffic Signal Control5794 E/WSplit Phasing LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 150 22.0 REFERENCES The following key adopted and ongoing planning documents were referenced: 22.1.1 City of Poway City of Poway Transportation Master Element (2010) The City of Poway Transportation Master Element identifies transportation planning goals and policies related to pedestrian, transit, street and freeway systems. The document provides description and location of basic element of the network that provides for transportation needs of the City of Poway. The document also provides for potential strategies to improve the transportation system within the jurisdiction. Espola Road Safety Improvement Project (2018) The Espola Road Safety Improvements Project will improve safety for those who walk, jog, cycle or ride horses along the stretch of Espola Road between Poway High School and Twin Peaks Road. Specifically, it will add a pathway where none currently exists on the west side of Espola Road, from Mountain Road (just north of Twin Peaks Road) to Willow Ranch Road (about a block south of Titan Way). City of Poway Public Facilities Financing Plan (2018) The document provides for potential improvements to the local street system as well as reviewing status of the associated funds of each improvement. The City of Poway PFFP also includes a comprehensive overview of the City’s operating budget for Fiscal Year 2018-19 (July-June). 22.1.2 City of San Diego Rancho Bernardo Community Plan – Circulation Element (last amended January 11, 1999) The Rancho Bernardo Community Plan Circulation Element identifies transportation planning goals and policies related to pedestrian, transit, street and freeway systems. The document provides description and location of basic element of the network that provides for transportation needs of the Community of Rancho Bernardo. The document also provides for potential strategies to improve the transportation system within the community boundary. City of San Diego General Plan – Mobility Element (2008) The City of San Diego General Plan Mobility Element identifies transportation planning goals and policies related to pedestrian, transit, street and freeway systems, Intelligent Transportation Systems (ITS), Transportation Demand Management (TDM), bicycling, parking management, airports, passenger rail, goods movement/freight, and regional coordination and financing. The element discusses several key topics related to pedestrian-oriented planning, traffic calming techniques, bicycle network improvements, and transit priorities. City of San Diego Bicycle Master Plan (2011) The City of San Diego Bicycle Master Plan provides a framework for making cycling a more practical and convenient transportation option for all users. The plan is comprised of a proposed bicycle network, projects, policies and programs aimed at improving bicycling through 2030 and beyond. The LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 151 City has continued development of the plan to address urban core communities as well as other communities. City of San Diego Pedestrian Master Plan (2006) The Pedestrian Master Plan provides guidance for the implementation of pedestrian projects. The document also includes a prioritization process used to identify high priority pedestrian routes within Community Planning areas and a methodology to determine potential pedestrian improvement projects along identified routes. The guidance aims to establish a level of consistency among the plans and analysis methodologies utilized. 22.1.3 Regional SANDAG San Diego Forward: The Regional Plan / Sustainable Communities Strategy 2050 (2015) The Regional Transportation Plan (RTP) proposes a vision for a regional transportation system that enhances quality of life, promotes sustainability, and offers more mobility options for the movement of people and goods. The RTP includes an integrated, multimodal transportation with transit investments concentrated in strategic areas. These include identifying a network of planned high- quality transit corridors consisting of major transit stops and/or peak period services. Developed in accordance with California Senate Bill 375 (SB 375), the Sustainable Communities Strategy (SCS) is a new element of the 2050 Regional Transportation Plan (RTP). The SCS lays out how the region will meet greenhouse gas (GHG) reduction targets set by the California Air Resources Board (CARB). CARB’s targets call for the region to reduce per capita emissions seven percent by 2020 and 13 percent by 2035 from a 2005 baseline. SANDAG San Diego Regional Bike Plan (2010) The Regional Bike Plan identifies a vision for a diverse regional bicycle system of interconnected bicycle corridors, support facilities, and programs to make cycling more practical and desirable to a broader range of the population. The document includes recommendations and goals that seek to increase bicycle ridership and the frequency of bicycle trips for all purposes. It also encourages the development of Complete Streets, to improve safety for bicyclists, and to increase public awareness and support for bicycling in the region. SANTEC/ITE Guidelines for Traffic Impact Studies (TIS) In the San Diego Region (2000) The San Diego Traffic Engineers’ Council (SANTEC) and the Institute of Transportation Engineers (ITE) were requested by the San Diego Regional Standards Task Force to develop guidelines through the cooperation of Cities, Caltrans, and the County San Diego providing for a region-wide standard to determine traffic impacts that are reported in environmental reports. The document includes measures of significance of impact for roadway and freeways, intersections, and ramp metering. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\Final EIR Submittal\3015.Report (redline).docx 152 22.1.4 Statewide Technical Advisory on Evaluating Transportation Impacts in CEQA (2017) The Governor’s Office of Planning and Research (OPR) has prepared a Technical Advisory on Evaluating Transportation Impacts in CEQA, which contains OPR’s technical recommendations regarding assessment of VMT, thresholds of significance, and mitigation measures under SB 743. Proposed Updates to the CEQA Guidelines (2017) Per Section 21083 of the Public Resources Code, which requires regular updates to the Guidelines Implementing the California Environmental Quality Act. The Governor’s Office of Planning and Research (OPR) has proposed updates to the Guidelines per SB 743. End of Report TECHNICAL APPENDICES THE FARM IN POWAY Poway, California January 15, 2020 Rev. May 15, 2020 LLG Ref. 3-18-3015 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\3rd Submittal\Appendices.3015.doc APPENDIX A HIGHWAY CAPACITY MANUAL 6 INTERSECTION ANALYSIS METHODOLOGY SIGNALIZED INTERSECTIONS For signalized intersections, level of service criteria are stated in terms of the average control delay per vehicle for a 15-minute analysis period. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. Table 1 summarizes the delay thresholds for signalized intersections. Level of service A describes operations with very low delay, (i.e. less than 10.0 seconds per vehicle). This occurs when progression is extremely favorable, and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. Level of service B describes operations with delay in the range 10.1 seconds and 20.0 seconds per vehicle. This generally occurs with good progression and/or short cycle lengths. More vehicles stop than for LOS A, causing higher levels of average delay. TABLE 1 LEVEL OF SERVICE THRESHOLDS FOR SIGNALIZED INTERSECTIONS AVERAGE CONTROL DELAY PER VEHICLE (SECONDS/VEHICLE) LEVEL OF SERVICE 0.0 < 10.0 A 10.1 to 20.0 B 21.1 to 35.0 C 35.1 to 55.0 D 55.1 to 80.0 E > 80.0 F Source: Highway Capacity Manual, 6th Edition. Level of service C describes operations with delay in the range 20.1 seconds and 35.0 seconds per vehicle. These higher delays may result from fair progression and/or longer cycle lengths. Individual cycle failures may begin to appear. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. Level of service D describes operations with delay in the range 35.1 seconds and 55.0 seconds per vehicle. At level D, the influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or higher v/c ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are more frequent. Level of service E describes operations with delay in the range of 55.1 seconds to 80.0 seconds per vehicle. This is considered to be the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high v/c ratios. Individual cycle failures are frequent occurrences. Level of service F describes operations with delay in excess of over 80.0 seconds per vehicle. This is considered to be unacceptable to most drivers. This condition often occurs with over-saturation (i.e., when arrival flow rates exceed the capacity of the intersection). It may also occur at high v/c ratios below 1.00 with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. UNSIGNALIZED INTERSECTIONS For unsignalized intersections, level of service is determined by the computed or measured control delay and is defined for each minor movement. Level of service is not defined for the intersection as a whole. Table 2 depicts the criteria, which are based on the average control delay for any particular minor movement. TABLE 2 LEVEL OF SERVICE THRESHOLDS FOR UNSIGNALIZED INTERSECTIONS AVERAGE CONTROL DELAY PER VEHICLE (SECONDS/VEHICLE) LEVEL OF SERVICE EXPECTED DELAY TO MINOR STREET TRAFFIC 0.0 < 10.0 A Little or no delay 10.1 to 15.0 B Short traffic delays 15.1 to 25.0 C Average traffic delays 25.1 to 35.0 D Long traffic delays 35.1 to 50.0 E Very long traffic delays > 50.0 F Severe congestion Source: Highway Capacity Manual, 6th Edition. Level of Service F exists when there are insufficient gaps of suitable size to allow a side street demand to safely cross through a major street traffic stream. This level of service is generally evident from extremely long control delays experienced by side-street traffic and by queuing on the minor-street approaches. The method, however, is based on a constant critical gap size; that is, the critical gap remains constant no matter how long the side-street motorist waits. LOS F may also appear in the form of side-street vehicles selecting smaller- than-usual gaps. In such cases, safety may be a problem, and some disruption to the major traffic stream may result. It is important to note that LOS F may not always result in long queues but may result in adjustments to normal gap acceptance behavior, which are more difficult to observe in the field than queuing. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\3rd Submittal\Appendices.3015.doc APPENDIX B CITY OF POWAY, SANTEC/ITE, AND CITY OF SAN DIEGO ROADWAY CLASSIFICATION TABLE POWAY COMPREHENSIVE PLAN: GENERAL PLAN TRANSPORTATION - 6 TABLE V-1 CITY OF POWAY CIRCULATION ELEMENT ROADWAY CLASSIFICATION, DESIGN THRESHOLDS AND CAPACITIES Functional Classification Paved/R.O.W. Width Design Speed Number of Thru Lanes Median Treatment Bicycle Lanes Parking Design Threshold1 Capacity2 Prime Arterial 106/126 55 mph 6 Raised @ 18- 24 Yes No 57,000 63,000 Major Arterial 70-82 / 92- 102 >45 mph 4 Raised @ 14- 24 Yes No 43,000 50,000 Collector 66/86 <40 mph 4 Two-Way Left- Turn Lane @ 12 Yes No 32,000 41,000 48/68 <35 mph 2 Two-Way Left- Turn Lane @ 12 No Yes 16,000 21,000 Local Collector4 40/60 30 mph 2 None No Yes 10,900 14,000 Residential Collector 36/56 25 mph 2 None No Yes < 2,4003 -- Residential 36/56 25 mph 2 None No Yes < 8003 -- Specific Arterials Poway Rd Arterial, Espola Rd to SR-67 46/60 55 mph 2 Raised @ 6 Yes No 26,000 30,000 Espola Rd Arterial Titan Way to Twin Peaks Road 52/72 50 mph 2 Two-Way Left- Turn Lane @ 12 Yes No 24,000 29,000 Twin Peaks Road to Poway Road 46/66 50 mph 2 Two-Way Left- Turn Lane @ 12 Yes No 24,000 29,000 Business Park Facilities POWAY COMPREHENSIVE PLAN: GENERAL PLAN TRANSPORTATION - 7 TABLE V-1 CITY OF POWAY CIRCULATION ELEMENT ROADWAY CLASSIFICATION, DESIGN THRESHOLDS AND CAPACITIES Functional Classification Paved/R.O.W. Width Design Speed Number of Thru Lanes Median Treatment Bicycle Lanes Parking Design Threshold1 Capacity2 Prime Arterial (Scripps Poway Pkwy, Western to Eastern City Limits) 106/107 55 mph 6 Raised @ 18 Yes No 57,000 63,000 Major Arterial (Pomerado Rd, Stowe Dr to Stonemill Dr) 86/106 45 mph 4 Raised @ 18 Yes No 43,000 50,000 Business Park Collector Community Rd, north of Scripps Poway Pkwy) 76/77 45 mph 4 Raised Median @ 12 Yes No 30,000 37,000 Business Park Collector ( Community Rd, south of Scripps Poway Pkwy, Kirkham Rd/Way, Stowe Dr & Parkway Center Dr) 64/65 35-45 mph 4 Two-Way Left- Turn Lane @ 12 No No 30,000 37,000 Business Park Collector (Tech Center Dr & Danielson St) 48/49 25 mph 2 None No No 18,000 22,000 March 2010 Notes: 1. Maximum Volume/Capacity (V/C) ratio = 0.90 and minimum V/C ratio = 0.76 depending on functional classification. 2. Volume/Capacity (V/C) ratio = 1.00 3. The ADT threshold is determined not by the physical capacity of the road, but rather the acceptable level of traffic which will not affect the quality of life in residential areas. 4. Not all Local Collectors require full-width improvement, subject to discretion of City Engineer. Table 2 ROADWAY CLASSIFICATIONS,LEVELS OF SERVICE (LOS) AND AVERAGE DAILY TRAFFIC (ADT) LEVELOF SERVICEWIADr-· CROSS STREET SECTIONS· CLASSIFICATION LANES (APPROX.)A B C 0 E Expressway 6 lanes 102-160/122-200 30,000 42,000 60,000 70,000 80,000 Prime Arterial 6 lanes 102-108/122-128 25,000 35,000 50,000 55,000 60,000 Major Arterial 6 lanes 1021122 20,000 28,000 40,000 45,000 50,000 Major Arterial 4 lanes 78-82198-102 15,000 21,000 30,000 '$,000 40,000 Secondary ArteriaV 4 lanes 64-72/84-92 10,000 14,000 20,000 25,000 30,000Collector Collector (no center lane)4 lanes 64/84 5,000 7,000 13,000 15,000 (continuous left-2 lanes 50f70 10,000 tum lane) Collector (no fronting 2 lanes 40/60 4,000 5,500 7,500 9,000 10,000 propertY) Collector (commercial-21anes 50f70 2,500 3,500 5,000 6,500 8,000 industrial fronting) Collector 2ianes 40/60 2,500 3,500 5,000 8,500 8,000(multi-family) Sub-Collector 2 lanes 36/56 ----2,200 -----(slnola-family) LEGEND: *Curb to curb width (feet)/right of way width (feet):based upon the City of San Diego Street Design Manual and other jUrisdictions within the San Diego region. **Approximate recommended ADT based upon the City of San Diego Street Design Manual. NOTES: 1.The volumes and the average daily level of service listed above are only intended as a general planning guideline. 2.Levels of service are not applied to residential streets since their primary purpose is to serve abutting lots,not carry through traffic..Levels of service nomnally apply to roads carrying through traffic between major trip generators and attractors. 11 SANTEC GUIDELINES 8 TABLE 2 Roadway Classifications, Levels of Service (LOS) and Average Daily Traffic (ADT) LEVEL OF SERVICE STREET CLASSIFICATION LANES CROSS SECTIONS A B C D E Freeway 8 lanes 60,000 84,000 120,000 140,000 150,000 Freeway 6 lanes 45,000 63,000 90,000 110,000 120,000 Freeway 4 lanes 30,000 42,000 60,000 70,000 80,000 Expressway 6 lanes 102/122 30,000 42,000 60,000 70,000 80,000 Primary Arterial 6 lanes 102/122 25,000 35,000 50,000 55,000 60,000 Major Arterial 6 lanes 102/122 20,000 28,000 40,000 45,000 50,000 Major Arterial 4 lanes 78/98 15,000 21,000 30,000 35,000 40,000 Collector 4 lanes 72/92 10,000 14,000 20,000 25,000 30,000 Collector (no center lane) continuous left-turn lane) 4 lanes 2 lanes 64/84 50/70 5,000 7,000 10,000 13,000 15,000 Collector (no fronting property)2 lanes 40/60 4,000 5,500 7,500 9,000 10,000 Collector (commercial-industrial fronting)2 lanes 50/70 2,500 3,500 5,000 6,500 8,000 Collector (multifamily)2 lanes 40/60 2,500 3,500 5,000 6,500 8,000 Sub-Collector (single-family)2 lanes 36/56 ——2,200 —— LEGEND: XXX/XXX =Curb to curb width (feet)/right-of-way width (feet): based on the City of San Diego Street Design. Manual XX/XXX=Approximate recommended ADT based on the City of San Diego Street Design Manual. NOTES: 1.The volumes and the average daily level of service listed above are only intended as a general planning guideline. 2.Levels of service are not applied to residential streets since their primary purpose is to serve abutting lots, not carry through traffic. Levels of service normally apply to roads carrying through traffic between major trip generators and attractors. CITY OF SAN DIEGO LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\3rd Submittal\Appendices.3015.doc APPENDIX C INTERSECTION SEGMENT AND MANUAL COUNT SHEETS Prepared by National Data & Surveying ServicesID:18-04481-001Day:City:San DiegoDate:AM1193 3 476 0AMNOON0000NOONPM50513040PMAM NOON PM PM NOON AM20201485 0 5623995 0 1287000000000000TEV4952 0 47150000804 0 16013PHF0.96 0.95627 0 82410000AM NOON PM PM NOON AMPM0000PMNOON0000NOONAM0000AMPeak Hour Turning Movement Count825Total Vehicles (PM) Bikes (PM)I-15 SB Ramps & Rancho Bernardo RdTuesday12/11/2018CONTROLWESTBOUND08:00 AM - 09:00 AMTotal Vehicles (Noon)Pedestrians (Crosswalks)Bikes (NOON)1280COUNT PERIODSBikes (AM)PEAK HOURSTotal Vehicles (AM)NONE04:45 PM - 05:45 PM5624850SiganlizedRancho Bernardo Rd EASTBOUND I-15 SB Ramps6300I-15 SB RampsSOUTHBOUND04:00 PM - 06:00 PMNORTHBOUND19050Rancho Bernardo Rd07:00 AM - 09:00 AMNONE2480 0 1500NOONAMPM0102 2 0 0 0 0 011010100000000PMAMAMNOONPMPMNOONAMAMNOONPMNOON0100200 0 0000 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A0128756262780401193 3 476000 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A099548582416010505 1 304000 0200000 0 0000NOON PM AM NOON AM PM NOON AM PM NOON PM AM Prepared by National Data & Surveying ServicesID:18-04481-002Day:City:San DiegoDate:AM0000AMNOON0000NOONPM0000PMAM NOON PM PM NOON AM00001484 0 2312952 0 1056000000000000TEV3754 0 43700000901 0 10703PHF0.97 0.97362 0 78810202AM NOON PM PM NOON AMPM0 571 9 496PMNOON0000NOONAM0 739 0 465AMRancho Bernardo Rd07:00 AM - 09:00 AMNONE1795 0 1523I-15 NB Ramps3620I-15 NB RampsSOUTHBOUND04:00 PM - 06:00 PMNORTHBOUND15660PEAK HOURSTotal Vehicles (AM)NONE05:00 PM - 06:00 PM2314930SiganlizedRancho Bernardo Rd EASTBOUND Peak Hour Turning Movement Count788Total Vehicles (PM) Bikes (PM)I-15 NB Ramps & Rancho Bernardo RdTuesday12/11/2018CONTROLWESTBOUND08:00 AM - 09:00 AMTotal Vehicles (Noon)Pedestrians (Crosswalks)Bikes (NOON)1366COUNT PERIODSBikes (AM)NOONAMPM0001 4 0 0 0 1 000000000000000PMAMAMNOONPMPMNOONAMAMNOONPMNOON0100200 0 0000 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A0105623136290100 0 07390465 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A0952484788107000 0 05719496 0000000 0 0200NOON PM AM NOON AM PM NOON AM PM NOON PM AM Prepared by National Data & Surveying ServicesID:18-04481-003Day:City:San DiegoDate:AM205 391 170 0AMNOON0000NOONPM265 252 177 0PMAM NOON PM PM NOON AM12200138 0 1182650 0 82930302116 0 135277 0 3012TEV3738 0 432608011690 0 8761.5PHF0.95 0.95350 0 3831.50220AM NOON PM PM NOON AMPM14 474 437 232PMNOON0000NOONAM9 231 221 98AMPeak Hour Turning Movement Count765Total Vehicles (PM) Bikes (PM)Bernardo Center Dr & Rancho Bernardo RdTuesday12/11/2018CONTROLWESTBOUND08:00 AM - 09:00 AMTotal Vehicles (Noon)Pedestrians (Crosswalks)Bikes (NOON)969COUNT PERIODSBikes (AM)PEAK HOURSTotal Vehicles (AM)NONE05:00 PM - 06:00 PM6168760SiganlizedRancho Bernardo Rd EASTBOUND Bernardo Center Dr8850Bernardo Center DrSOUTHBOUND04:00 PM - 06:00 PMNORTHBOUND12930Rancho Bernardo Rd07:00 AM - 09:00 AMNONE1268 0 1392NOONAMPM1222 2 0 1 0 1 000000003001202PMAMAMNOONPMPMNOONAMAMNOONPMNOON0002000 0 0000 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A135829118350690277205 391 17023122198 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A116650138383876301265 252 177474437232 0000000 0 0000NOON PM AM NOON AM PM NOON AM PM NOON PM AM Prepared by National Data & Surveying ServicesID:18-04481-004Day:City:San DiegoDate:AM206 594 277 2AMNOON0000NOONPM189 302 225 4PMAM NOON PM PM NOON AM0.5 1.5 2 00300 0 2723443 0 711501401135 0 186142 0 2610TEV3600 0 38650501451 0 6363PHF0.93 0.96194 0 17800220AM NOON PM PM NOON AMPM1 261 809 102PMNOON0000NOONAM2 133 314 110AMPeak Hour Turning Movement Count616Total Vehicles (PM) Bikes (PM)Pomerado Rd & Rancho Bernardo RdTuesday12/11/2018CONTROLWESTBOUND08:00 AM - 09:00 AMTotal Vehicles (Noon)Pedestrians (Crosswalks)Bikes (NOON)839COUNT PERIODSBikes (AM)PEAK HOURSTotal Vehicles (AM)NONE04:00 PM - 05:00 PM73013740SiganlizedRancho Bernardo Rd EASTBOUND Pomerado Rd9760Pomerado RdSOUTHBOUND04:00 PM - 06:00 PMNORTHBOUND9680Rancho Bernardo Rd07:00 AM - 09:00 AMNONE1055 0 907NOONAMPM1000 1 0 1 0 0 011000000100204PMAMAMNOONPMPMNOONAMAMNOONPMNOON0000100 0 0000 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A186711272194451142206 594 277133314110 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A135443300178636261189 302 225261809102 0000100 0 0100NOON PM AM NOON AM PM NOON AM PM NOON PM AM Prepared by National Data & Surveying ServicesID:18-04481-005Day:City:PowayDate:AM0000AMNOON0000NOONPM0000PMAM NOON PM PM NOON AM000000002858 938 11290000114 50 170000TEV2083 1926 19500101862 862 10262PHF0.88 0.94 0.949202200010AM NOON PM PM NOON AMPM018011PMNOON018038NOONAM025040AMPeak Hour Turning Movement Count36Total Vehicles (PM) Bikes (PM)Summerfield Ln & Espola RdTuesday12/04/2018CONTROLWESTBOUND08:00 AM - 09:00 AMTotal Vehicles (Noon)Pedestrians (Crosswalks)Bikes (NOON)903COUNT PERIODSBikes (AM)PEAK HOURSTotal Vehicles (AM)02:45 PM - 03:45 PM04:15 PM - 05:15 PM000SiganlizedEspola Rd EASTBOUND Summerfield Ln26900Summerfield LnSOUTHBOUND04:00 PM - 06:00 PMNORTHBOUND103870Espola Rd07:00 AM - 09:00 AM01:45 PM - 03:45 PM1154 956 876NOONAMPM0000 0 0 0 0 0 010102001000000PMAMAMNOONPMPMNOONAMAMNOONPMNOON0000200 0 0001 0200300 0 0000 1711290986200 0 025040 5093802086200 0 018038 14858022102600 0 018011 0300100 0 0000NOON PM AM NOON AM PM NOON AM PM NOON PM AM Prepared by National Data & Surveying ServicesID:18-04481-006Day:City:PowayDate:AM0000AMNOON0000NOONPM0000PMAM NOON PM PM NOON AM000000002834 940 11080000130 36 380000TEV2062 1927 19060000848 868 9652PHF0.88 0.92 0.9513 14 2410010AM NOON PM PM NOON AMPM018035PMNOON08061NOONAM016039AMPeak Hour Turning Movement Count54Total Vehicles (PM) Bikes (PM)Avenida Florencia & Espola RdTuesday12/04/2018CONTROLWESTBOUND08:00 AM - 09:00 AMTotal Vehicles (Noon)Pedestrians (Crosswalks)Bikes (NOON)887COUNT PERIODSBikes (AM)PEAK HOURSTotal Vehicles (AM)02:45 PM - 03:45 PM04:15 PM - 05:15 PM0001-Way Stop (NB)Espola Rd EASTBOUND Avenida Florencia51929Avenida FlorenciaSOUTHBOUND04:00 PM - 06:00 PMNORTHBOUND100050Espola Rd07:00 AM - 09:00 AM01:45 PM - 03:45 PM1124 948 852NOONAMPM0000 0 0 0 0 0 010100000000000PMAMAMNOONPMPMNOONAMAMNOONPMNOON0000400 0 0000 0300300 0 0000 38110801384800 0 016039 3694001486800 0 08061 3083402496500 0 018035 0300100 0 0000NOON PM AM NOON AM PM NOON AM PM NOON PM AM Prepared by National Data & Surveying ServicesID:18-04481-007Day:City:PowayDate:AM376 2 83 0AMNOON325 13 69 0NOONPM246 7 53 0PMAM NOON PM PM NOON AM1110068 68 762596 642 7460000116 18 13332 327 2861TEV2223 2115 20160000534 591 6882PHF0.87 0.93 0.9515 16 1900010AM NOON PM PM NOON AMPM016129PMNOON0181414NOONAM0151219AMEspola Rd07:00 AM - 09:00 AM01:45 PM - 03:45 PM1137 985 858Valle Verde Rd30674Valle Verde RdSOUTHBOUND04:00 PM - 06:00 PMNORTHBOUND75047PEAK HOURSTotal Vehicles (AM)02:45 PM - 03:45 PM04:15 PM - 05:15 PM420366409SiganlizedEspola Rd EASTBOUND Peak Hour Turning Movement Count42Total Vehicles (PM) Bikes (PM)Valle Verde Rd & Espola RdTuesday12/04/2018CONTROLWESTBOUND08:00 AM - 09:00 AMTotal Vehicles (Noon)Pedestrians (Crosswalks)Bikes (NOON)636COUNT PERIODSBikes (AM)NOONAMPM0000 0 0 0 1 0 000000100000100PMAMAMNOONPMPMNOONAMAMNOONPMNOON0000220 1 0010 1211202 1 0020 137467615534332376 2 83151219 186426816591327325 13 69181414 165966819688286246 7 5316129 0201000 0 0000NOON PM AM NOON AM PM NOON AM PM NOON PM AM Prepared by National Data & Surveying ServicesID:18-04481-008Day:City:PowayDate:AM6 356 2 0AMNOON3 341 3 0NOONPM6 230 1 0PMAM NOON PM PM NOON AM0110025513020000056 51 942620TEV911 828 69400001121PHF0.82 0.86 0.9126 15 2800110AM NOON PM PM NOON AMPM1 22 257 84PMNOON0 21 304 78NOONAM1 23 363 30AMSt Andrews Dr07:00 AM - 09:00 AM01:45 PM - 03:45 PM31 24 31Valle Verde Rd47782Valle Verde RdSOUTHBOUND04:00 PM - 06:00 PMNORTHBOUND87407PEAK HOURSTotal Vehicles (AM)02:45 PM - 03:45 PM04:15 PM - 05:15 PM3702613152-Way Stop (EB/WB)St Andrews Dr EASTBOUND Peak Hour Turning Movement Count315Total Vehicles (PM) Bikes (PM)Valle Verde Rd & St Andrews DrTuesday12/04/2018CONTROLWESTBOUND08:00 AM - 09:00 AMTotal Vehicles (Noon)Pedestrians (Crosswalks)Bikes (NOON)33COUNT PERIODSBikes (AM)NOONAMPM0103 0 0 0 0 0 021001200122113PMAMAMNOONPMPMNOONAMAMNOONPMNOON0010001 0 0000 0000000 2 0012 942526126 356 22336330 510515163 341 32130478 563228226 230 12225784 0000000 0 0000NOON PM AM NOON AM PM NOON AM PM NOON PM AM Prepared by National Data & Surveying ServicesID:18-04481-009Day:City:PowayDate:AM0000AMNOON0000NOONPM0000PMAM NOON PM PM NOON AM000000002608 573 6450000120 79 880000TEV1622 1569 14810000462 549 7022PHF0.82 0.94 0.95170 127 4600101AM NOON PM PM NOON AMPM069036PMNOON01610 80NOONAM01870 70AMEspola Rd07:00 AM - 09:00 AM01:45 PM - 03:45 PM832 734 677Martincoit Rd258629Martincoit RdSOUTHBOUND04:00 PM - 06:00 PMNORTHBOUND738206PEAK HOURSTotal Vehicles (AM)02:45 PM - 03:45 PM04:15 PM - 05:15 PM000SiganlizedEspola Rd EASTBOUND Peak Hour Turning Movement Count66Total Vehicles (PM) Bikes (PM)Martincoit Rd & Espola RdTuesday12/04/2018CONTROLWESTBOUND08:00 AM - 09:00 AMTotal Vehicles (Noon)Pedestrians (Crosswalks)Bikes (NOON)532COUNT PERIODSBikes (AM)NOONAMPM0100 0 0 0 0 0 000001000000000PMAMAMNOONPMPMNOONAMAMNOONPMNOON2000200 0 0000 0500200 0 0000 88645017046200 0 0187070 79573012754900 0 0161080 2060804670200 0 069036 0300000 0 0000NOON PM AM NOON AM PM NOON AM PM NOON PM AM Prepared by National Data & Surveying ServicesID:18-04481-010Day:City:PowayDate:AM500290AMNOON400130NOONPM270130PMAM NOON PM PM NOON AM0100018 29 182589 673 6370000000018 23 441TEV1432 1343 13850000680 565 6941PHF0.81 0.83 0.9400000000AM NOON PM PM NOON AMPM0000PMNOON0000NOONAM0000AMEspola Rd07:00 AM - 09:00 AM01:45 PM - 03:45 PM687 713 616Cloudcroft Dr0578Cloudcroft DrSOUTHBOUND04:00 PM - 06:00 PMNORTHBOUND7070PEAK HOURSTotal Vehicles (AM)02:30 PM - 03:30 PM04:15 PM - 05:15 PM3662521-Way Stop (SB)Espola Rd EASTBOUND Peak Hour Turning Movement Count0Total Vehicles (PM) Bikes (PM)Cloudcroft Dr & Espola RdTuesday12/04/2018CONTROLWESTBOUND07:00 AM - 08:00 AMTotal Vehicles (Noon)Pedestrians (Crosswalks)Bikes (NOON)709COUNT PERIODSBikes (AM)NOONAMPM0000 0 0 0 0 0 000000000000000PMAMAMNOONPMPMNOONAMAMNOONPMNOON0100200 0 0000 0500200 0 0000 06371806801850 0 29000 06732905652340 0 13000 05891806944427 0 13000 0300000 0 0000NOON PM AM NOON AM PM NOON AM PM NOON PM AM Prepared by National Data & Surveying ServicesID:18-04481-011Day:City:PowayDate:AM740330AMNOON0000NOONPM741160PMAM NOON PM PM NOON AM01000150172544 0 5590000100051 0 611TEV1457 0 13940000677 0 6392PHF0.78 0.9010 0 3000010AM NOON PM PM NOON AMPM0140 0PMNOON0000NOONAM0321 3AMEspola Rd07:00 AM - 09:00 AMNONE665 0 632Old Coach Rd100Old Coach RdSOUTHBOUND04:00 PM - 06:00 PMNORTHBOUND6550PEAK HOURSTotal Vehicles (AM)NONE04:15 PM - 05:15 PM69760SiganlizedEspola Rd EASTBOUND Peak Hour Turning Movement Count31Total Vehicles (PM) Bikes (PM)Old Coach Rd & Espola RdTuesday12/04/2018CONTROLWESTBOUND07:00 AM - 08:00 AMTotal Vehicles (Noon)Pedestrians (Crosswalks)Bikes (NOON)713COUNT PERIODSBikes (AM)NOONAMPM0000 0 0 0 0 0 000000000200002PMAMAMNOONPMPMNOONAMAMNOONPMNOON0100200 0 0000 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A055917106775174 0 333213 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A054415306396174 1 161400 0300000 0 0000NOON PM AM NOON AM PM NOON AM PM NOON PM AM Prepared by National Data & Surveying ServicesID:18-04481-012Day:City:PowayDate:AM96 610 14 0AMNOON0000NOONPM28 576 6 0PMAM NOON PM PM NOON AM0210142 0 60.550100000.554012750351TEV1345 0 126200004021PHF0.68 0.962001100120AM NOON PM PM NOON AMPM0 19 471 13PMNOON0000NOONAM0 19 469 19AMLake Poway Rd07:00 AM - 09:00 AMNONE116 0 52Espola Rd6420Espola RdSOUTHBOUND04:00 PM - 06:00 PMNORTHBOUND210PEAK HOURSTotal Vehicles (AM)NONE04:15 PM - 05:15 PM5505480SiganlizedLake Poway Rd EASTBOUND Peak Hour Turning Movement Count641Total Vehicles (PM) Bikes (PM)Espola Rd & Lake Poway RdTuesday12/04/2018CONTROLWESTBOUND07:00 AM - 08:00 AMTotal Vehicles (Noon)Pedestrians (Crosswalks)Bikes (NOON)37COUNT PERIODSBikes (AM)NOONAMPM0100 2 0 0 0 0 000010102102100PMAMAMNOONPMPMNOONAMAMNOONPMNOON0000000 2 0000 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A12162047596 610 141946919 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A545421123528 576 61947113 0000100 0 0020NOON PM AM NOON AM PM NOON AM PM NOON PM AM Prepared by National Data & Surveying ServicesID:18-04481-013Day:City:PowayDate:AM175 421 1 12AMNOON46 516 3 4NOONPM69 639 6 3PMAM NOON PM PM NOON AM12100.55970.5300000019102150 75 361TEV1773 1435 149200000310.5PHF0.62 0.76 0.89257 265 910.50220AM NOON PM PM NOON AMPM0 108 511 11PMNOON1954008NOONAM0 379 439 11AMTitan Way/Eden Grove07:00 AM - 09:00 AM01:45 PM - 03:45 PM554 141 180Espola Rd69914Espola RdSOUTHBOUND04:00 PM - 06:00 PMNORTHBOUND18792PEAK HOURSTotal Vehicles (AM)02:30 PM - 03:30 PM04:30 PM - 05:30 PM508555488SiganlizedTitan Way/Eden Grove EASTBOUND Peak Hour Turning Movement Count739Total Vehicles (PM) Bikes (PM)Espola Rd & Titan Way/Eden GroveTuesday12/04/2018CONTROLWESTBOUND07:00 AM - 08:00 AMTotal Vehicles (Noon)Pedestrians (Crosswalks)Bikes (NOON)12COUNT PERIODSBikes (AM)NOONAMPM03402 1 34 0 1 38 00030250100350613PMAMAMNOONPMPMNOONAMAMNOONPMNOON0000000 1 0000 0002000 1 0020 2107257050175 421 137943911 100926537546 516 3954008 9359113669 639 610851111 0000000 0 0000NOON PM AM NOON AM PM NOON AM PM NOON PM AM Prepared by National Data & Surveying ServicesID:18-04481-014Day:City:PowayDate:AM449 285 7 0AMNOON486 331 19 0NOONPM378 400 15 0PMAM NOON PM PM NOON AM1110071837130 37 560000110611266 375 3952TEV2299 2267 2457000029 35 471PHF0.84 0.98 0.95163 475 54310211AM NOON PM PM NOON AMPM0 287 333 12PMNOON0 298 180 7NOONAM0 639 348 9AMTwin Peaks Rd07:00 AM - 09:00 AM01:45 PM - 03:45 PM1144 821 695Espola Rd45961Espola RdSOUTHBOUND04:00 PM - 06:00 PMNORTHBOUND74812PEAK HOURSTotal Vehicles (AM)02:45 PM - 03:45 PM04:30 PM - 05:30 PM651735573SiganlizedTwin Peaks Rd EASTBOUND Peak Hour Turning Movement Count953Total Vehicles (PM) Bikes (PM)Espola Rd & Twin Peaks RdTuesday12/04/2018CONTROLWESTBOUND07:00 AM - 08:00 AMTotal Vehicles (Noon)Pedestrians (Crosswalks)Bikes (NOON)45COUNT PERIODSBikes (AM)NOONAMPM0100 0 1 1 0 3 112421000130012PMAMAMNOONPMPMNOONAMAMNOONPMNOON1000100 0 0000 0010020 1 0001 11563716329266449 285 76393489 6371847535375486 331 192981807 1030754347395378 400 1528733312 1100100 0 0010NOON PM AM NOON AM PM NOON AM PM NOON PM AM Prepared by National Data & Surveying ServicesID:18-04481-015Day:City:San DiegoDate:AM12 920 5 3AMNOON0000NOONPM32 562 9 15PMAM NOON PM PM NOON AM02100.5140230.5130200000140 0 115110111TEV1771 0 2021000030141PHF0.96 0.9438 0 1300120AM NOON PM PM NOON AMPM1 25119379PMNOON0000NOONAM0 15 561 45AMRios Rd07:00 AM - 09:00 AMNONE47070Pomerado Rd10730Pomerado RdSOUTHBOUND04:00 PM - 06:00 PMNORTHBOUND1020PEAK HOURSTotal Vehicles (AM)NONE04:30 PM - 05:30 PM59812330SignalizedRios Rd EASTBOUND Peak Hour Turning Movement Count616Total Vehicles (PM) Bikes (PM)Pomerado Rd & Rios RdTuesday12/11/2018CONTROLWESTBOUND08:00 AM - 09:00 AMTotal Vehicles (Noon)Pedestrians (Crosswalks)Bikes (NOON)53COUNT PERIODSBikes (AM)NOONAMPM0000 0 0 0 0 3 000000000001000PMAMAMNOONPMPMNOONAMAMNOONPMNOON0000000 0 0000 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A11520233831112 920 51556145 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A40131413141132 562 925119379 0000000 3 1000NOON PM AM NOON AM PM NOON AM PM NOON PM AM Prepared by National Data & Surveying ServicesID:18-04481-016Day:City:San DiegoDate:AM7 1038 20 0AMNOON0000NOONPM7 561 37 0PMAM NOON PM PM NOON AM02101270431805000014607880111TEV1833 0 214600003080.5PHF0.91 0.937080.50120AM NOON PM PM NOON AMPM2 10 1325 96PMNOON0000NOONAM4 10 565 45AMAvenida La Valencia07:00 AM - 09:00 AMNONE22025Pomerado Rd11270Pomerado RdSOUTHBOUND04:00 PM - 06:00 PMNORTHBOUND1410PEAK HOURSTotal Vehicles (AM)NONE04:30 PM - 05:30 PM61613630SignalizedAvenida La Valencia EASTBOUND Peak Hour Turning Movement Count617Total Vehicles (PM) Bikes (PM)Pomerado Rd & Avenida La ValenciaTuesday12/11/2018CONTROLWESTBOUND08:00 AM - 09:00 AMTotal Vehicles (Noon)Pedestrians (Crosswalks)Bikes (NOON)68COUNT PERIODSBikes (AM)NOONAMPM0000 0 0 0 0 0 000010100001000PMAMAMNOONPMPMNOONAMAMNOONPMNOON1000000 0 0000 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A785437387 1038 201056545 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A4682788117 561 3710132596 0000000 3 0000NOON PM AM NOON AM PM NOON AM PM NOON PM AM Prepared by National Data & Surveying ServicesID:18-04481-017Day:City:San DiegoDate:AM32 1117 21 0AMNOON0000NOONPM29 638 22 0PMAM NOON PM PM NOON AM02101260280.520500000.5107 0 20034 0 710.5TEV2217 0 2560000080240.5PHF0.92 0.9216 0 1410120AM NOON PM PM NOON AMPM4151427181PMNOON0000NOONAM310568175AMStone Canyon Rd07:00 AM - 09:00 AMNONE47046Pomerado Rd13360Pomerado RdSOUTHBOUND04:00 PM - 06:00 PMNORTHBOUND2270PEAK HOURSTotal Vehicles (AM)NONE04:30 PM - 05:30 PM63015240SignalizedStone Canyon Rd EASTBOUND Peak Hour Turning Movement Count763Total Vehicles (PM) Bikes (PM)Pomerado Rd & Stone Canyon RdTuesday12/11/2018CONTROLWESTBOUND08:00 AM - 09:00 AMTotal Vehicles (Noon)Pedestrians (Crosswalks)Bikes (NOON)204COUNT PERIODSBikes (AM)NOONAMPM0100 0 0 0 0 0 001010000002100PMAMAMNOONPMPMNOONAMAMNOONPMNOON0000000 1 0010 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A2005281683432 1117 2110568175 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A10722614247129 638 22151427181 0000000 4 0000NOON PM AM NOON AM PM NOON AM PM NOON PM AM Prepared by National Data & Surveying ServicesID:18-04481-018Day:City:San DiegoDate:AM417 967 5 3AMNOON335 753 4 8NOONPM203 579 1 6PMAM NOON PM PM NOON AM0210014 15 6110029 71 3100310242 462 3992TEV2724 3039 283900005400.5PHF0.89 0.92 0.93273 208 1530.50120AM NOON PM PM NOON AMPM4 215 1230 0PMNOON5 213 949 11NOONAM6 194 567 10AMBernardo Heights Pkwy07:00 AM - 09:00 AM01:45 PM - 03:45 PM640 619 450Pomerado Rd124619Pomerado RdSOUTHBOUND04:00 PM - 06:00 PMNORTHBOUND1967PEAK HOURSTotal Vehicles (AM)02:45 PM - 03:45 PM04:30 PM - 05:30 PM81816491434SignalizedBernardo Heights Pkwy EASTBOUND Peak Hour Turning Movement Count739Total Vehicles (PM) Bikes (PM)Pomerado Rd & Bernardo Heights PkwyTuesday12/11/2018CONTROLWESTBOUND07:45 AM - 08:45 AMTotal Vehicles (Noon)Pedestrians (Crosswalks)Bikes (NOON)20COUNT PERIODSBikes (AM)NOONAMPM0200 0 0 0 0 0 2134021100101032PMAMAMNOONPMPMNOONAMAMNOONPMNOON0000000 1 0010 0000001 0 0010 0062735242417 967 519456710 10152084462335 753 421394911 31141530399203 579 121512300 0000001 2 0000NOON PM AM NOON AM PM NOON AM PM NOON PM AM Prepared by National Data & Surveying ServicesID:18-04481-019Day:City:PowayDate:AM294 614 327 0AMNOON388 531 405 0NOONPM318 643 339 0PMAM NOON PM PM NOON AM12201395 368 3602885 801 10681810115 16 11222 302 2482TEV5078 5236 56670102884 982 11773PHF0.96 0.97 0.95318 351 39710220AM NOON PM PM NOON AMPM0 417 813 18PMNOON1 401 662 20NOONAM0 384 585 8AMCamino Del Norte07:00 AM - 09:00 AM01:45 PM - 03:45 PM1747 1598 1621Pomerado Rd9431407Pomerado RdSOUTHBOUND04:00 PM - 06:00 PMNORTHBOUND1535899PEAK HOURSTotal Vehicles (AM)02:45 PM - 03:45 PM04:30 PM - 05:30 PM116714561332SignalizedCamino Del Norte EASTBOUND Peak Hour Turning Movement Count1055Total Vehicles (PM) Bikes (PM)Pomerado Rd & Camino Del NorteTuesday12/11/2018CONTROLWESTBOUND07:30 AM - 08:30 AMTotal Vehicles (Noon)Pedestrians (Crosswalks)Bikes (NOON)1221COUNT PERIODSBikes (AM)NOONAMPM1010 0 2 1 0 0 10000120130160020PMAMAMNOONPMPMNOONAMAMNOONPMNOON0101000 1 0100 0110000 0 0020 111068360318884222294 614 3273845858 16801368351982302388 531 40540166220 158853953971177248318 643 33941781318 0301000 3 1000NOON PM AM NOON AM PM NOON AM PM NOON PM AM Prepared by National Data & Surveying ServicesID:18-04481-020Day:City:PowayDate:AM27 21 1 0AMNOON0000NOONPM23440PMAM NOON PM PM NOON AM010004051300830000020314 0 240TEV215 0 222000029 0 1011PHF0.87 0.94601000010AM NOON PM PM NOON AMPM06113PMNOON0000NOONAM012122AMAvenida La Valencia07:00 AM - 09:00 AMNONE122 0 59Del Norte/Avenida Florencia300Del Norte/Avenida FlorenciaSOUTHBOUND04:00 PM - 06:00 PMNORTHBOUND1080PEAK HOURSTotal Vehicles (AM)NONE04:45 PM - 05:45 PM313904-Way StopAvenida La Valencia EASTBOUND Peak Hour Turning Movement Count16Total Vehicles (PM) Bikes (PM)Del Norte/Avenida Florencia & Avenida La ValenciaTuesday12/11/2018CONTROLWESTBOUND08:00 AM - 09:00 AMTotal Vehicles (Noon)Pedestrians (Crosswalks)Bikes (NOON)32COUNT PERIODSBikes (AM)NOONAMPM0020 0 0 3 0 1 010000200000000PMAMAMNOONPMPMNOONAMAMNOONPMNOON0100000 0 0100 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A38356291427 21 112122 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A2304101012423 4 46113 0000000 0 0000NOON PM AM NOON AM PM NOON AM PM NOON PM AM Prepared by National Data & Surveying ServicesID:18-04481-021Day:City:PowayDate:AM17 0 4 0AMNOON0000NOONPM20 0 4 0PMAM NOON PM PM NOON AM010003011115 0 1890000000016 0 240TEV405 0 3550000176 0 1891PHF0.72 0.8700000000AM NOON PM PM NOON AMPM0000PMNOON0000NOONAM0110AMStone Canyon Rd07:00 AM - 09:00 AMNONE207 0 135Del Norte00Del NorteSOUTHBOUND04:00 PM - 06:00 PMNORTHBOUND1930PEAK HOURSTotal Vehicles (AM)NONE04:45 PM - 05:45 PM182703-Way Stop (SB/EB/WB)Stone Canyon Rd EASTBOUND Peak Hour Turning Movement Count0Total Vehicles (PM) Bikes (PM)Del Norte & Stone Canyon RdTuesday12/11/2018CONTROLWESTBOUND08:00 AM - 09:00 AMTotal Vehicles (Noon)Pedestrians (Crosswalks)Bikes (NOON)180COUNT PERIODSBikes (AM)NOONAMPM0000 0 0 0 0 0 000000000000000PMAMAMNOONPMPMNOONAMAMNOONPMNOON0100000 0 0000 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A0189101761617 0 4110 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A0115301892420 0 4000 0000100 0 0000NOON PM AM NOON AM PM NOON AM PM NOON PM AM Prepared by National Data & Surveying ServicesID:18-04481-022Day:City:PowayDate:AM117 29 0 0AMNOON0000NOONPM53 37 0 0PMAM NOON PM PM NOON AM01000000000000000000154 0 900TEV408 0 28800000001PHF0.67 0.952004400010AM NOON PM PM NOON AMPM039250PMNOON0000NOONAM049390AMStone Canyon Rd07:00 AM - 09:00 AMNONE166 0 92Martincoit Rd490Martincoit RdSOUTHBOUND04:00 PM - 06:00 PMNORTHBOUND00PEAK HOURSTotal Vehicles (AM)NONE04:45 PM - 05:45 PM19311501-Way Stop (EB)Stone Canyon Rd EASTBOUND Peak Hour Turning Movement Count81Total Vehicles (PM) Bikes (PM)Martincoit Rd & Stone Canyon RdTuesday12/11/2018CONTROLWESTBOUND08:00 AM - 09:00 AMTotal Vehicles (Noon)Pedestrians (Crosswalks)Bikes (NOON)0COUNT PERIODSBikes (AM)NOONAMPM0000 0 0 0 0 0 000000000000000PMAMAMNOONPMPMNOONAMAMNOONPMNOON0000000 0 0000 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A000200154117 29 049390 N/AN/AN/AN/AN/AN/AN/A N/A N/AN/AN/AN/A0004409053 37 039250 0000000 0 0000NOON PM AM NOON AM PM NOON AM PM NOON PM AM Day:City:PowayDate:Project#:CA18_4482_021NB SB EB WB0019,23616,966AMPeriod NB SBEBWB NBSBEBWB00:002320 43373299 67200:151816 34324283 60700:301913 32340320 66000:4511 71 8 57 19 128 358 1395 290 1192 648 258701:001312 25322356 67801:151610 26292299 59101:305510322310 63201:4511 45 7 34 18 79 320 1256 250 1215 570 247102:0010818307284 59102:159615378296 67402:303912357287 64402:458 30 6 29 14 59 350 1392 297 1164 647 255603:00336341301 64203:15628367280 64703:3011617321343 66403:4513 33 17 28 30 61 331 1360 294 1218 625 257804:002219 41303343 64604:151821 39287317 60404:302143 64327325 65204:4538 99 37 120 75 219 334 1251 310 1295 644 254605:003155 86337355 69205:156361 124336332 66805:3071114185315305 62005:4588 253 110 340 198 593 341 1329 243 1235 584 256406:0086139 225349252 60106:15133177 310379253 63206:30173229 402363230 59306:45262 654 263 808 525 1462 304 1395 215 950 519 234507:00290289 579278188 46607:15226304 530233152 38507:30293316 609229178 40707:45321 1130 302 1211 623 2341 170 910 134 652 304 156208:00349241 590165138 30308:15321237 558200141 34108:30309295 604173138 31108:45314 1293 293 1066 607 2359 135 673 93 510 228 118309:00321307 628150110 26009:15267294 56113687 22309:30277280 55711069 17909:45274 1139 274 1155 548 2294 82 478 52 318 134 79610:00294220 51410149 15010:15281257 5387044 11410:30302254 5565654 11010:45285 1162 250 981 535 2143 51 278 35 182 86 46011:00298242 5405233 8511:15346268 6144928 7711:30402273 6754740 8711:45368 1414 299 1082 667 2496 48 196 23 124 71 320TOTALS7323 69111423411913 1005521968SPLIT%51.4% 48.6%39.3%54.2% 45.8%60.7%NB SB EB WB0019,23616,966AMPeakHour11:15 07:0011:1517:45 16:3016:30AMPkVolume1489 121126281432 13222656PkHrFactor0.926 0.9580.9730.945 0.9310.9607Ͳ9Volume002423 22774700002580 253051107Ͳ9PeakHour07:45 07:0007:3016:30 16:3016:307Ͳ9PkVolume0013001211238000133413222656PkHrFactor0.000 0.0000.931 0.9580.9550.000 0.0000.990 0.9310.960VOLUMEPreparedbyNDS/ATD13:1513:3013:4512:0012:1512:3012:4513:0016:1516:3014:0014:1514:3012/11/201814:4515:00DAILYTOTALSPMPeriod16:4517:0017:15Tuesday17:3017:4515:1515:3015:4516:0018:0018:1518:3018:4519:0019:15RanchoBernardoRdBet.IͲ15NBRamps&BernardoCenterDr21:3021:4522:00Total36,20219:3019:4520:0020:15DAILYTOTALS22:1522:3022:4523:0023:1523:30TOTAL23:45TOTALSTotal36,202DAILY TOTALS21:0021:1520:304Ͳ6PeakHour4Ͳ6PkVolumeSPLIT%TOTALPkHrFactorPMPeakHourPMPkVolumePkHrFactor4Ͳ6Volume20:45Day:City:PowayDate:Project#:CA18_4482_001NB SB EB WB0013,99113,743AMPeriod NB SBEBWB NBSBEBWB00:007714225232 45700:1516723249208 45700:302110 31217225 44200:458 52 8 32 16 84 243 934 195 860 438 179401:008412209224 43301:157411218245 46301:306511206204 41001:454 25 3 16 7 41 228 861 196 869 424 173002:00448234229 46302:156612299225 52402:30358265234 49902:454 17 5 20 9 37 291 1089 248 936 539 202503:00325303253 55603:15213291268 55903:30145276292 56803:455 11 12 19 17 30 256 1126 259 1072 515 219804:00611 17254270 52404:151111 22273224 49704:30733 40301245 54604:4520 44 32 87 52 131 301 1129 260 999 561 212805:001359 72295232 52705:152952 81331225 55605:302797124296214 51005:4550 119 86 294 136 413 279 1201 203 874 482 207506:0044106 150297180 47706:1574153 227300191 49106:30113204 317285180 46506:45188 419 207 670 395 1089 235 1117 153 704 388 182107:00176289 465179104 28307:15159269 42818390 27307:30151275 426167108 27507:45174 660 316 1149 490 1809 150 679 77 379 227 105808:00195238 43314465 20908:15195272 46717485 25908:30245298 54312787 21408:45209 844 338 1146 547 1990 118 563 64 301 182 86409:00185310 49511786 20309:15169248 4179674 17009:30184277 4617559 13409:45192 730 228 1063 420 1793 57 345 39 258 96 60310:00201181 3827138 10910:15190233 4236123 8410:30202244 4464030 7010:45196 789 211 869 407 1658 33 205 25 116 58 32111:00213223 4363522 5711:15226207 4332820 4811:30223237 4603628 6411:45235 897 258 925 493 1822 36 135 15 85 51 220TOTALS4607 6290108979384 745316837SPLIT%42.3% 57.7%39.3%55.7% 44.3%60.7%NB SB EB WB0013,99113,743AMPeakHour11:30 08:1508:1516:30 15:1514:45AMPkVolume932 121820521228 10892222PkHrFactor0.936 0.9010.9380.927 0.9320.9787Ͳ9Volume001504 22953799002330 187342037Ͳ9PeakHour08:00 07:0008:0016:30 16:0016:307Ͳ9PkVolume00844114919900012289992190PkHrFactor0.000 0.0000.861 0.9090.9100.000 0.0000.927 0.9250.976VOLUMEPreparedbyNDS/ATD13:1513:3013:4512:0012:1512:3012:4513:0016:1516:3014:0014:1514:3012/11/201814:4515:00DAILYTOTALSPMPeriod16:4517:0017:15Tuesday17:3017:4515:1515:3015:4516:0018:0018:1518:3018:4519:0019:15RanchoBernardoRdBet.BernardoCenterDr&PomeradoRd21:3021:4522:00Total27,73419:3019:4520:0020:15DAILYTOTALS22:1522:3022:4523:0023:1523:30TOTAL23:45TOTALSTotal27,734DAILY TOTALS21:0021:1520:304Ͳ6PeakHour4Ͳ6PkVolumeSPLIT%TOTALPkHrFactorPMPeakHourPMPkVolumePkHrFactor4Ͳ6Volume20:45 Day:City:PowayDate:Project#:CA18_4482_002NB SB EB WB0010,8279,663AMPeriod NB SBEBWB NBSBEBWB00:00628174118 29200:1510515141120 26100:3011415146132 27800:454 31 4 15 8 46 158 619 114 484 272 110301:008210162119 28101:15505145133 27801:30303154112 26601:452 18 1 3 3 21 153 614 129 493 282 110702:00358170116 28602:15224194149 34302:30112247152 39902:450 6 3 11 3 17 268 879 205 622 473 150103:00415238161 39903:15303244298 54203:30022227273 50003:453 10 6 9 9 19 193 902 155 887 348 178904:004812230236 46604:15311 14233189 42204:30516 21240201 44104:4510 22 12 47 22 69 238 941 191 817 429 175805:001224 36242215 45705:151638 54288174 46205:30194463252193 44505:4537 84 44 150 81 234 211 993 176 758 387 175106:003667 103215146 36106:155994 153213103 31606:30100132 23222886 31406:45183 378 165 458 348 836 192 848 84 419 276 126707:00253251 50414767 21407:15189235 42413457 19107:30143290 43313453 18707:45128 713 282 1058 410 1771 114 529 42 219 156 74808:00156244 40011730 14708:15202265 46711139 15008:30267258 52511632 14808:45193 818 355 1122 548 1940 89 433 25 126 114 55909:00125239 3646452 11609:15110153 2636458 12209:30115162 2776032 9209:45132 482 144 698 276 1180 56 244 22 164 78 40810:00105129 2345616 7210:15143123 2664911 6010:30121136 2573294110:45106 475 130 518 236 993 26 163 9 45 35 20811:00115120 2352062611:15121131 2522072711:30152146 2981962511:45156 544 119 516 275 1060 22 81 5 24 27 105TOTALS3581 460581867246 505812304SPLIT%43.7% 56.3%40.0%58.9% 41.1%60.0%NB SB EB WB0010,8279,663AMPeakHour08:00 08:0008:0016:45 15:1514:45AMPkVolume818 112219401020 9621914PkHrFactor0.766 0.7900.8850.885 0.8070.8837Ͳ9Volume001531 21803711001934 157535097Ͳ9PeakHour08:00 08:0008:0016:45 16:0016:457Ͳ9PkVolume00818112219400010208171793PkHrFactor0.000 0.0000.766 0.7900.8850.000 0.0000.885 0.8650.970VOLUMEPreparedbyNDS/ATD13:1513:3013:4512:0012:1512:3012:4513:0016:1516:3014:0014:1514:3012/11/201814:4515:00DAILYTOTALSPMPeriod16:4517:0017:15Tuesday17:3017:4515:1515:3015:4516:0018:0018:1518:3018:4519:0019:15RanchoBernardoRdBet.PomeradoRd&SummerfieldLn21:3021:4522:00Total20,49019:3019:4520:0020:15DAILYTOTALS22:1522:3022:4523:0023:1523:30TOTAL23:45TOTALSTotal20,490DAILY TOTALS21:0021:1520:304Ͳ6PeakHour4Ͳ6PkVolumeSPLIT%TOTALPkHrFactorPMPeakHourPMPkVolumePkHrFactor4Ͳ6Volume20:45Day:City:PowayDate:Project#:CA18_4482_003NB SB EB WB0010,18110,446AMPeriod NB SBEBWB NBSBEBWB00:0014216156158 31400:158513145129 27400:3011516139145 28400:454 37 5 17 9 54 154 594 147 579 301 117301:007310145142 28701:15505130157 28701:30303146120 26601:452 17 2 5 4 22 150 571 159 578 309 114902:00257146136 28202:15224188170 35802:30022239207 44602:451 5 4 13 5 18 281 854 248 761 529 161503:00213212206 41803:15505233357 59003:30022219309 52803:452958717 1848482051077 389 192504:00410 14209206 41504:15213 15225179 40404:30619 25232211 44304:459 21 15 57 24 78 220 886 197 793 417 167905:001330 43220200 42005:151443 57246168 41405:301854 72240191 43105:4540 85 47 174 87 259 188 894 175 734 363 162806:003376 109189137 32606:155294 14619698 29406:3093156 249215113 32806:45172 350 156 482 328 832 172 772 103 451 275 122307:00253227 48013770 20707:15194233 42713066 19607:30138270 40812461 18507:45123 708 248 978 371 1686 104 495 44 241 148 73608:00155217 37210540 14508:15204247 45110845 15308:30262263 5259844 14208:45192 813 316 1043 508 1856 79 390 32 161 111 55109:00119277 3966163 12409:15101179 2805964 12309:30102194 2964942 9109:45121 443 162 812 283 1255 50 219 26 195 76 41410:0088136 2245119 7010:15130145 2754914 6310:30120162 2822617 4310:45104 442 162 605 266 1047 25 151 18 68 43 21911:00113134 2472010 3011:15107144 2511792611:30141165 3061562111:45144 505 139 582 283 1087 20 72 7 32 27 104TOTALS3435 477682116746 567012416SPLIT%41.8% 58.2%39.8%54.3% 45.7%60.2%NB SB EB WB0010,18110,446AMPeakHour08:00 08:1508:1514:30 14:4514:45AMPkVolume813 11031880965 11202065PkHrFactor0.776 0.8730.8950.859 0.7840.8757Ͳ9Volume001521 20213542001780 152733077Ͳ9PeakHour08:00 08:0008:0016:45 16:0016:307Ͳ9PkVolume0081310431856009267931694PkHrFactor0.000 0.0000.776 0.8250.8840.000 0.0000.941 0.9400.9564Ͳ6PeakHour4Ͳ6PkVolumeSPLIT%TOTALPkHrFactorPMPeakHourPMPkVolumePkHrFactor4Ͳ6Volume20:45TOTAL23:45TOTALSTotal20,627DAILY TOTALS21:0021:1520:30DAILYTOTALS22:1522:3022:4523:0023:1523:30RanchoBernardoRdBet.SummerfieldLn&AvenidaFlorencia21:3021:4522:00Total20,62719:3019:4520:0020:1518:0018:1518:3018:4519:0019:1516:4517:0017:15Tuesday17:3017:4515:1515:3015:4516:0016:1516:3014:0014:1514:3012/11/201814:4515:00DAILYTOTALSPMPeriodVOLUMEPreparedbyNDS/ATD13:1513:3013:4512:0012:1512:3012:4513:00 Day:City:PowayDate:Project#:CA18_4482_004NB SB EB WB007,8808,050AMPeriod NB SBEBWB NBSBEBWB00:008210119115 23400:1563911595 21000:307613101101 20200:452 23 3 14 5 37 96 431 94 405 190 83601:0053811089 19901:1530395147 24201:3021310099 19901:451 11 2 6 3 17 123 428 120 455 243 88302:00044105107 21202:15123138137 27502:30022195211 40602:451 2 3 11 4 13 188 626 220 675 408 130103:00213165183 34803:15101205249 45403:30224160211 37103:451636412 152682168811320149304:004812140167 30704:152810173150 32304:301011 21174171 34504:457 23 12 39 19 62 180 667 157 645 337 131205:001622 38158173 33105:151635 51186138 32405:301935 54197158 35505:4539 90 38 130 77 220 136 677 127 596 263 127306:002948 77129104 23306:156376 13915681 23706:3088113 20115882 24006:45153 333 108 345 261 678 139 582 74 341 213 92307:00257166 4239066 15607:15211194 4058457 14107:30105188 2937152 12307:4593 666 175 723 268 1389 88 333 38 213 126 54608:00155175 3307127 9808:15142210 3527435 10908:30192228 4207138 10908:45141 630 208 821 349 1451 53 269 27 127 80 39609:0097159 2563366 9909:1579122 2013877 11509:3062137 1993840 7809:4593 331 112 530 205 861 34 143 23 206 57 34910:007696 1723416 5010:15105123 2283412 4610:3094115 2091716 3310:4583 358 117 451 200 809 22 107 19 63 41 17011:008881 1691361911:158399 1821171811:30116124 2401231511:45124 411 111 415 235 826 15 51 6 22 21 73TOTALS2884 349163754996 45599555SPLIT%45.2% 54.8%40.0%52.3% 47.7%60.0%NB SB EB WB007,8808,050AMPeakHour06:45 08:0008:0014:30 14:3014:30AMPkVolume726 8211451753 8631616PkHrFactor0.706 0.9000.8640.918 0.8660.8907Ͳ9Volume001296 15442840001344 124125857Ͳ9PeakHour07:00 08:0008:0016:45 16:1516:457Ͳ9PkVolume006668211451007216511347PkHrFactor0.000 0.0000.648 0.9000.8640.000 0.0000.915 0.9410.949VOLUMEPreparedbyNDS/ATD13:1513:3013:4512:0012:1512:3012:4513:0016:1516:3014:0014:1514:3012/11/201814:4515:00DAILYTOTALSPMPeriod16:4517:0017:15Tuesday17:3017:4515:1515:3015:4516:0018:0018:1518:3018:4519:0019:15EspolaRdBet.ValleVerdeRd&MartincoitRd21:3021:4522:00Total15,93019:3019:4520:0020:15DAILYTOTALS22:1522:3022:4523:0023:1523:30TOTAL23:45TOTALSTotal15,930DAILY TOTALS21:0021:1520:304Ͳ6PeakHour4Ͳ6PkVolumeSPLIT%TOTALPkHrFactorPMPeakHourPMPkVolumePkHrFactor4Ͳ6Volume20:45Day:City:PowayDate:Project#:CA18_4482_008NB SB EB WB007,2527,212AMPeriod NB SBEBWB NBSBEBWB00:00527109104 21300:155389887 18500:3055108795 18200:452 17 3 13 5 30 71 365 72 358 143 72301:0044810074 17401:1530392152 24401:301018291 17301:451926315 1033779641319979002:000339991 19002:15134128123 25102:30011174235 40902:451 2 3 10 4 12 149 550 237 686 386 123603:00101140200 34003:15101202180 38203:30224161167 32803:45152439 155658149696304135404:00459145152 29704:15268167141 30804:309918154162 31604:457 22 10 30 17 52 177 643 140 595 317 123805:001615 31145166 31105:151827 45164136 30005:302128 49174134 30805:4533 88 37 107 70 195 125 608 125 561 250 116906:002738 6511788 20506:156567 13213968 20706:307893 17113884 22206:45139 309 96 294 235 603 133 527 57 297 190 82407:00305138 4438671 15707:15251197 4486659 12507:3090174 2645845 10307:45100 746 144 653 244 1399 69 279 31 206 100 48508:00161169 3305931 9008:15113196 3095734 9108:30133202 3356142 10308:45136 543 150 717 286 1260 50 227 31 138 81 36509:0090110 2003469 10309:158398 1813279 11109:3067111 1783034 6409:4583 323 85 404 168 727 29 125 24 206 53 33110:006992 1612411 3510:1583107 1902712 3910:3076101 1771217 2910:4581 309 92 392 173 701 17 80 17 57 34 13711:008669 1551351811:157778 155761311:30115110 2251151611:45121 399 91 348 212 747 10 41 5 21 15 62TOTALS2772 297857504480 42348714SPLIT%48.2% 51.8%39.8%51.4% 48.6%60.2%NB SB EB WB007,2527,212AMPeakHour06:45 08:0007:0014:30 14:3014:30AMPkVolume785 7171399665 8521517PkHrFactor0.643 0.8870.7810.823 0.8990.9277Ͳ9Volume001289 13702659001251 115624077Ͳ9PeakHour07:00 08:0007:0016:45 16:1516:157Ͳ9PkVolume007467171399006606091252PkHrFactor0.000 0.0000.611 0.8870.7810.000 0.0000.932 0.9170.987VOLUMEPreparedbyNDS/ATD13:1513:3013:4512:0012:1512:3012:4513:0016:1516:3014:0014:1514:3012/11/201814:4515:00DAILYTOTALSPMPeriod16:4517:0017:15Tuesday17:3017:4515:1515:3015:4516:0018:0018:1518:3018:4519:0019:15EspolaRdBet.CloudcroftDr&OldCoachRd21:3021:4522:00Total14,46419:3019:4520:0020:15DAILYTOTALS22:1522:3022:4523:0023:1523:30TOTAL23:45TOTALSTotal14,464DAILY TOTALS21:0021:1520:304Ͳ6PeakHour4Ͳ6PkVolumeSPLIT%TOTALPkHrFactorPMPeakHourPMPkVolumePkHrFactor4Ͳ6Volume20:45 Day:City:PowayDate:Project#:CA18_4482_009NB SB EB WB6,134 6,11800AMPeriod NB SBEBWB NBSBEBWB00:00235867916500:15448647113500:30538726313500:454 15 2 12 6 27 52 274 59 272 111 54601:00415519114201:15033 132 7520701:30112795813701:453816 414 7533778302 15363902:00202738716002:15314 82 10118302:30101 238 15239002:453912 411 180573117457 297103003:00011 164 12528903:15000 161 17133203:30336 167 13430103:451415 29 116608131561 247116904:00437 134 13727104:15617 126 14927504:309716 119 15527404:4511 30 7 18 18 48 113 492 153 594 266 108605:00111425 142 14028205:15261642 119 13925805:30241943 130 15528505:4533 94 27 76 60 170 104 495 109 543 213 103806:00342256 86 7616206:156060120 72 11718906:308170151 72 11118306:4588 263 126 278 214 541 52 282 116 420 168 70207:00124265389 61 6913007:15173266439 57 5411107:3014474218 38 539107:45128 569 83 688 211 1257 27 183 41 217 68 40008:00130148278 25 507508:1517293265 28 467408:30162108270 45 448908:45107 571 114 463 221 1034 30 128 42 182 72 31009:009585180 70 279709:158261143 77 2310009:3010757164 33 225509:4561 345 71 274 132 619 21 201 27 99 48 30010:007358131 9 233210:157361134 11 213210:308056136 19 113010:4571 297 64 239 135 536 15 54 8 63 23 11711:005268120 8 101811:156960129 4 5911:308691177 4 61011:4575 282 102 321 177 603 4 20 5 26 9 46TOTALS2487 238248693647 37367383SPLIT%51.1% 48.9%39.7%49.4% 50.6%60.3%NB SB EB WB6,134 6,11800AMPeakHour07:45 06:4506:4514:30 16:1514:30AMPkVolume592 7311260743 5971308PkHrFactor0.860 0.6870.7180.780 0.9630.8387Ͳ9Volume1140 1151002291987 11370021247Ͳ9PeakHour07:45 07:0007:0016:45 16:1516:157Ͳ9PkVolume592688001257504597001097PkHrFactor0.860 0.6470.000 0.0000.7160.887 0.9630.000 0.0000.973VOLUMEPreparedbyNDS/ATD13:1513:3013:4512:0012:1512:3012:4513:0016:1516:3014:0014:1514:3012/11/201814:4515:00DAILYTOTALSPMPeriod16:4517:0017:15Tuesday17:3017:4515:1515:3015:4516:0018:0018:1518:3018:4519:0019:15EspolaRdBet.OldCoachRd&LakePowayRd21:3021:4522:00Total12,25219:3019:4520:0020:15DAILYTOTALS22:1522:3022:4523:0023:1523:30TOTAL23:45TOTALSTotal12,252DAILY TOTALS21:0021:1520:304Ͳ6PeakHour4Ͳ6PkVolumeSPLIT%TOTALPkHrFactorPMPeakHourPMPkVolumePkHrFactor4Ͳ6Volume20:45Day:City:PowayDate:Project#:CA18_4482_010NB SB EB WB5,942 5,97700AMPeriod NB SBEBWB NBSBEBWB00:00224847616000:15549797715600:30516625812000:453 15 2 9 5 24 55 280 70 281 125 56101:00314588514301:15033 107 9620301:30112855914401:453716 413 8033069309 14963902:00101748315702:15314888517302:30101 147 16431102:453812 410 131440122454 25389403:00011 138 12926703:15000 152 15730903:30336 159 14029903:452515 310 109558130556 239111404:00347 154 11927304:15516 116 13024604:307815 135 15529004:459 24 6 19 15 43 118 523 178 582 296 110505:00141327 145 13928405:15231437 126 13426005:30232245 138 13327105:4537 97 21 70 58 167 126 535 105 511 231 104606:00302353 100 9819806:156550115 76 10317906:308260142 79 11419306:4577 254 102 235 179 489 58 313 112 427 170 74007:00112221333 67 6313007:15150233383 63 5111407:30126115241 37 508707:45112 500 102 671 214 1171 43 210 37 201 80 41108:00107145252 37 306708:15171101272 23 406308:30147122269 42 448608:45102 527 106 474 208 1001 27 129 41 155 68 28409:008797184 85 2110609:157662138 67 208709:309468162 33 185109:4556 313 59 286 115 599 17 202 21 80 38 28210:007462136 10 132310:156963132 13 122510:308158139 21 123310:4562 286 70 253 132 539 10 54 10 47 20 10111:006671137 7 71411:158164145 2 4611:309772169 5 4911:4572 316 117 324 189 640 2 16 5 20 7 36TOTALS2352 235447063590 36237213SPLIT%50.0% 50.0%39.5%49.8% 50.2%60.5%NB SB EB WB5,942 5,97700AMPeakHour07:45 06:4507:0014:45 16:3014:30AMPkVolume537 6711171580 6061140PkHrFactor0.785 0.7200.7640.912 0.8510.9167Ͳ9Volume1027 11450021721058 10930021517Ͳ9PeakHour07:45 07:0007:0017:00 16:3016:307Ͳ9PkVolume537671001171535606001130PkHrFactor0.785 0.7200.000 0.0000.7640.922 0.8510.000 0.0000.9544Ͳ6PeakHour4Ͳ6PkVolumeSPLIT%TOTALPkHrFactorPMPeakHourPMPkVolumePkHrFactor4Ͳ6Volume20:45TOTAL23:45TOTALSTotal11,919DAILY TOTALS21:0021:1520:30DAILYTOTALS22:1522:3022:4523:0023:1523:30EspolaRdBet.LakePowayRd&TitanWay/EdenGrove21:3021:4522:00Total11,91919:3019:4520:0020:1518:0018:1518:3018:4519:0019:1516:4517:0017:15Tuesday17:3017:4515:1515:3015:4516:0016:1516:3014:0014:1514:3012/11/201814:4515:00DAILYTOTALSPMPeriodVOLUMEPreparedbyNDS/ATD13:1513:3013:4512:0012:1512:3012:4513:00 Day:City:PowayDate:Project#:CA18_4482_011NB SB EB WB8,292 7,86400AMPeriod NB SBEBWB NBSBEBWB00:00729 110 12323300:157411 97 10420100:3011314 92 8617800:451 26 2 11 3 37 84 383 97 410 181 79301:00415 112 10521701:15224 102 22232401:30224 118 9321101:453 11 0 5 3 16 134 466 98 518 232 98402:00112 116 9921502:15303 199 10530402:30101 184 17435802:454901 410 149648176554 325120203:00022 158 18834603:15213 154 17232603:30358 145 18833303:454 9 2 10 6 19 156 613 206 754 362 136704:00426 176 14632204:157916 167 16533204:308917 175 17334804:458 27 9 29 17 56 211 729 205 689 416 141805:00211940 192 17236405:15172340 196 16736305:30212546 185 11930405:4540 99 29 96 69 195 155 728 164 622 319 135006:00313566 148 11226006:159454148 147 10224906:3016293255 201 8128206:45250 537 155 337 405 874 158 654 99 394 257 104807:00267216483 123 9421707:15155249404 108 10521307:30134162296 65 5612107:45130 686 96 723 226 1409 60 356 48 303 108 65908:00183120303 55 429708:15198113311 62 4210408:30164146310 55 6512008:4596 641 150 529 246 1170 45 217 43 192 88 40909:00108138246 57 12318009:159395188 56 12618209:3011091201 36 6810409:4573 384 110 434 183 818 28 177 28 345 56 52210:0086103189 12 142610:1581106187 28 164410:308998187 30 174710:4588 344 88 395 176 739 16 86 13 60 29 14611:0081103184 11 122311:15114106220 7 41111:30124121245 6 3911:45114 433 100 430 214 863 5 29 4 23 9 52TOTALS3206 300062065086 48649950SPLIT%51.7% 48.3%38.4%51.1% 48.9%61.6%NB SB EB WB8,292 7,86400AMPeakHour06:30 06:4506:4516:45 15:0016:30AMPkVolume834 7821588784 7541491PkHrFactor0.781 0.7850.8220.929 0.9150.8967Ͳ9Volume1327 12520025791457 13110027687Ͳ9PeakHour07:00 07:0007:0016:45 16:3016:307Ͳ9PkVolume686723001409784717001491PkHrFactor0.642 0.7260.000 0.0000.7290.929 0.8740.000 0.0000.8964Ͳ6PeakHour4Ͳ6PkVolumeSPLIT%TOTALPkHrFactorPMPeakHourPMPkVolumePkHrFactor4Ͳ6Volume20:45TOTAL23:45TOTALSTotal16,156DAILY TOTALS21:0021:1520:30DAILYTOTALS22:1522:3022:4523:0023:1523:30EspolaRdBet.TitanWay/EdenGrove&TwinPeaksRd21:3021:4522:00Total16,15619:3019:4520:0020:1518:0018:1518:3018:4519:0019:1516:4517:0017:15Tuesday17:3017:4515:1515:3015:4516:0016:1516:3014:0014:1514:3012/11/201814:4515:00DAILYTOTALSPMPeriodVOLUMEPreparedbyNDS/ATD13:1513:3013:4512:0012:1512:3012:4513:00Day:City:PowayDate:Project#:CA18_4482_014NB SB EB WB10,5299,53000AMPeriod NB SBEBWB NBSBEBWB00:00527 172 16533700:15336 181 17035100:30448 172 14431600:453 15 1 10 4 25 164 689 155 634 319 132301:00235 188 15634401:15011 156 15831401:30415 150 15130101:453905 314 164658217682 381134002:00325 183 19037302:15033 189 18737602:30325 214 18139502:450 6 3 10 3 16 279 865 196 754 475 161903:00325 319 14746603:15202 294 21350703:30246 312 23354503:451817 215 2751200 165 758 440 195804:003811 313 15046304:1561016 297 15845504:304711 276 12540104:456 19 18 43 24 62 308 1194 127 560 435 175405:00111425 328 14847605:15102636 295 14844305:30163248 273 11939205:4516 53 44 116 60 169 241 1137 129 544 370 168106:00255277 230 9332306:154089129 182 10228406:3053108161 147 10124806:4579 197 154 403 233 600 148 707 94 390 242 109707:00154293447 134 7120507:15148252400 107 7618307:30125259384 99 6116007:45121 548 271 1075 392 1623 91 431 45 253 136 68408:00120294414 78 6914708:15203253456 77 5012708:30153206359 70 6313308:45145 621 256 1009 401 1630 50 275 36 218 86 49309:00113160273 40 327209:15118147265 40 175709:30105161266 34 215509:45104 440 173 641 277 1081 25 139 13 83 38 22210:00133154287 19 183710:15109170279 23 93210:30139163302 15 72210:45152 533 152 639 304 1172 15 72 12 46 27 11811:00143148291 7 91611:15163155318 15 31811:30195161356 18 72511:45167 668 160 624 327 1292 5 45 7 26 12 71TOTALS3117 458276997412 494812360SPLIT%40.5% 59.5%38.4%60.0% 40.0%61.6%NB SB EB WB10,5299,53000AMPeakHour11:30 07:3007:3016:15 14:4514:45AMPkVolume715 107716461209 7891993PkHrFactor0.917 0.9160.9020.921 0.8470.9147Ͳ9Volume1169 20840032532331 11040034357Ͳ9PeakHour08:00 07:3007:3016:15 16:0016:157Ͳ9PkVolume62110770016461209560001767PkHrFactor0.765 0.9160.000 0.0000.9020.921 0.8860.000 0.0000.9284Ͳ6PeakHour4Ͳ6PkVolumeSPLIT%TOTALPkHrFactorPMPeakHourPMPkVolumePkHrFactor4Ͳ6Volume20:45TOTAL23:45TOTALSTotal20,059DAILY TOTALS21:0021:1520:30DAILYTOTALS22:1522:3022:4523:0023:1523:30PomeradoRdBet.RiosRd&AvenidaLaValencia21:3021:4522:00Total20,05919:3019:4520:0020:1518:0018:1518:3018:4519:0019:1516:4517:0017:15Tuesday17:3017:4515:1515:3015:4516:0016:1516:3014:0014:1514:3012/4/201814:4515:00DAILYTOTALSPMPeriodVOLUMEPreparedbyNDS/ATD13:1513:3013:4512:0012:1512:3012:4513:00 Day:City:PowayDate:Project#:CA18_4482_013NB SB EB WB12,070 10,57800AMPeriod NB SBEBWB NBSBEBWB00:00459 167 16833500:154610 172 16433600:304610 202 15936100:454 16 4 21 8 37 182 723 170 661 352 138401:00224 165 16833301:15033 167 16833501:30426 187 16535201:453 9 3 10 6 19 162 681 208 709 370 139002:00336 179 22140002:15033 213 20241502:30314 222 20142302:450618 114 282896258882 540177803:00202 251 20045103:15224 316 22053603:30235 397 18858503:451 7 5 10 6 17 350 1314 182 790 532 210404:00224 338 14248004:154711 307 17848504:3031316 463 13760004:456 15 17 39 23 54 389 1497 166 623 555 212005:0071219 401 15155205:15122537 364 16052405:30154156 341 14848905:4516 50 55 133 71 183 376 1482 155 614 531 209606:00296190 317 13144806:153694130 281 12240306:3049110159 240 10334306:4588 202 162 427 250 629 182 1020 123 479 305 149907:00172256428 145 8122607:15140328468 154 7522907:30121260381 121 8020107:45133 566 234 1078 367 1644 105 525 65 301 170 82608:00129291420 95 6315808:15226281507 111 6417508:30141217358 87 5314008:45138 634 245 1034 383 1668 88 381 54 234 142 61509:00126213339 58 4710509:15116176292 76 2710309:30108178286 41 438409:45110 460 222 789 332 1249 25 200 18 135 43 33510:00132203335 30 205010:15110184294 22 173910:30142184326 23 264910:45163 547 208 779 371 1326 17 92 13 76 30 16811:00145170315 15 153011:15189179368 13 102311:30193167360 14 112511:45164 691 186 702 350 1393 14 56 8 44 22 100TOTALS3203 503082338867 554814415SPLIT%38.9% 61.1%36.4%61.5% 38.5%63.6%NB SB EB WB12,070 10,57800AMPeakHour11:15 07:1507:3016:30 14:0016:30AMPkVolume713 111316751617 8822231PkHrFactor0.924 0.8480.8260.873 0.8550.9307Ͳ9Volume1200 21120033122979 12370042167Ͳ9PeakHour08:00 07:1507:3016:30 16:1516:307Ͳ9PkVolume63411130016751617632002231PkHrFactor0.701 0.8480.000 0.0000.8260.873 0.8880.000 0.0000.9304Ͳ6PeakHour4Ͳ6PkVolumeSPLIT%TOTALPkHrFactorPMPeakHourPMPkVolumePkHrFactor4Ͳ6Volume20:45TOTAL23:45TOTALSTotal22,648DAILY TOTALS21:0021:1520:30DAILYTOTALS22:1522:3022:4523:0023:1523:30PomeradoRdBet.AvenidaLaValencia&BernardoHeightsPkwy21:3021:4522:00Total22,64819:3019:4520:0020:1518:0018:1518:3018:4519:0019:1516:4517:0017:15Tuesday17:3017:4515:1515:3015:4516:0016:1516:3014:0014:1514:3012/11/201814:4515:00DAILYTOTALSPMPeriodVOLUMEPreparedbyNDS/ATD13:1513:3013:4512:0012:1512:3012:4513:00Day:City:PowayDate:Project#:CA18_4482_012NB SB EB WB14,343 13,24200AMPeriod NB SBEBWB NBSBEBWB00:0091221 203 24244500:157916 212 25446600:306814 197 20239900:454 26 7 36 11 62 241 853 202 900 443 175301:003811 194 24343701:15257 234 21945301:30426 235 22045501:456 15 5 20 11 35 232 895 248 930 480 182502:00549 258 28554302:15325 276 24251802:30538 287 29458102:453 16 4 13 7 29 297 1118 317 1138 614 225603:00448 304 25856203:15448 346 27361903:30549 298 32662403:454 17 5 17 9 34 383 1331 273 1130 656 246104:00347 341 24959004:158917 335 25959404:3052227 372 25963104:458 24 29 64 37 88 381 1429 256 1023 637 245205:00121931 330 28161105:15193150 335 25959405:30234972 331 22155205:4555 109 55 154 110 263 358 1354 189 950 547 230406:006179140 319 15347206:158472156 294 14944306:30111101212 227 13936606:45170 426 117 369 287 795 243 1083 109 550 352 163307:00233197430 164 11728107:15222267489 151 10125207:30284287571 112 13925107:45294 1033 309 1060 603 2093 106 533 93 450 199 98308:00210260470 113 8419708:15309274583 111 9020108:30269282551 100 7917908:45250 1038 257 1073 507 2111 74 398 57 310 131 70809:00174237411 63 359809:15181199380 60 4710709:30195229424 44 418509:45179 729 203 868 382 1597 36 203 24 147 60 35010:00163204367 33 377010:15171215386 36 266210:30184219403 25 224710:45202 720 218 856 420 1576 34 128 17 102 51 23011:00206219425 14 264011:15199239438 17 133011:30217276493 10 192911:45192 814 267 1001 459 1815 10 51 23 81 33 132TOTALS4967 5531104989376 771117087SPLIT%47.3% 52.7%38.1%54.9% 45.1%61.9%NB SB EB WB14,343 13,24200AMPeakHour07:30 07:3007:3015:45 14:4515:15AMPkVolume1097 113022271431 11742489PkHrFactor0.888 0.9140.9230.934 0.9000.9497Ͳ9Volume2071 21330042042783 19730047567Ͳ9PeakHour07:30 07:3007:3016:00 16:1516:157Ͳ9PkVolume1097113000222714291055002473PkHrFactor0.888 0.9140.000 0.0000.9230.938 0.9390.000 0.0000.9714Ͳ6PeakHour4Ͳ6PkVolumeSPLIT%TOTALPkHrFactorPMPeakHourPMPkVolumePkHrFactor4Ͳ6Volume20:45TOTAL23:45TOTALSTotal27,585DAILY TOTALS21:0021:1520:30DAILYTOTALS22:1522:3022:4523:0023:1523:30PomeradoRdBet.RobertoWay&TwinPeaksRd21:3021:4522:00Total27,58519:3019:4520:0020:1518:0018:1518:3018:4519:0019:1516:4517:0017:15Tuesday17:3017:4515:1515:3015:4516:0016:1516:3014:0014:1514:3012/4/201814:4515:00DAILYTOTALSPMPeriodVOLUMEPreparedbyNDS/ATD13:1513:3013:4512:0012:1512:3012:4513:00 Day:City:PowayDate:Project#:CA18_4482_015NB SB EB WB001,4531,408AMPeriod NB SBEBWB NBSBEBWB00:002132226 4800:152021528 4300:301012222 4400:451634410 2584241004918401:000002516 4101:150002214 3601:300002128 4901:450 1111 269424825017602:001012923 5202:150002520 4502:300002022 4202:451 2 0 1 2 33 107 25 90 58 19703:000003423 5703:150002927 5603:301014029 6903:45012223 32135251045723904:000113422 5604:152133018 4804:301233822 6004:450348411 3313520825321705:000332720 4705:150333418 5205:301233520 5505:451 2 8 16 9 18 36 132 18 76 54 20806:00610 163526 6106:15413 173018 4806:30313 162920 4906:456 19 19 55 25 74 31 125 11 75 42 20007:001824 422216 3807:151941 603073707:301132 431892707:4510 58 43 140 53 198 15 85 13 45 28 13008:001429 431311 2408:151935 542483208:301630 461782508:4511 60 33 127 44 187 18 72 7 34 25 10609:001932 511672309:151113 24931209:301432 46931209:4521 65 30 107 51 172 10 44 4 17 14 6110:001321 3461710:151531 46551010:303327 6042610:4522 83 29 108 51 191 3 18 3 11 6 2911:001721 3824611:154536 8132511:302131 5251611:4529 112 25 113 54 225 1 11 4 11 5 22TOTALS411 68110921042 7271769SPLIT%37.6% 62.4%38.2%58.9% 41.1%61.8%NB SB EB WB001,4531,408AMPeakHour10:30 07:1511:1517:15 14:4514:45AMPkVolume117 145235140 104240PkHrFactor0.650 0.8430.7250.972 0.8970.8707Ͳ9Volume00118 26738500267 1584257Ͳ9PeakHour08:00 07:1507:1516:00 16:0016:007Ͳ9PkVolume00601451990013582217PkHrFactor0.000 0.0000.789 0.8430.8290.000 0.0000.888 0.9320.904VOLUMEPreparedbyNDS/ATD13:1513:3013:4512:0012:1512:3012:4513:0016:1516:3014:0014:1514:3012/11/201814:4515:00DAILYTOTALSPMPeriod16:4517:0017:15Tuesday17:3017:4515:1515:3015:4516:0018:0018:1518:3018:4519:0019:15AvenidaLaValenciaE/OPomeradoRd21:3021:4522:00Total2,86119:3019:4520:0020:15DAILYTOTALS22:1522:3022:4523:0023:1523:30TOTAL23:45TOTALSTotal2,861DAILY TOTALS21:0021:1520:304Ͳ6PeakHour4Ͳ6PkVolumeSPLIT%TOTALPkHrFactorPMPeakHourPMPkVolumePkHrFactor4Ͳ6Volume20:45Day:City:PowayDate:Project#:CA18_4482_016NB SB EB WB360 306 0 0AMPeriod NB SBEBWB NBSBEBWB00:0000053800:15000651100:3000031400:4500 0 317817 113401:0000054901:1500044801:3000051601:4500 0 620514 113402:00022771402:1510154902:3000013122502:450102 03 11361336 247203:000001462003:150001031303:30000691503:45110 11 1242725 196704:000001061604:15000681404:300001241604:450 1 1 1 1 4 32 4 22 8 5405:00000851305:15000471105:30101741105:450 1 0 0 1 4 23 8 24 12 4706:00101951406:15000851306:3031462806:454834 712 629214 84307:0010717 5 51007:158715 4 1507:303912 3 1407:456 27 5 28 11 55 4 16 0 7 4 2308:008614 4 3708:157310 3 1408:30121224 2 3508:455 32 9 30 14 62 3 12 1 8 4 2009:003710 0 1109:156511 1 3409:3053810109:45216722 938 1304 1710:006915 3 0310:1563910110:3016700010:454 171028 1445 1 5 0 1 511:004610 0 0011:158412 0 0011:309514 0 0011:45122520 642 0 0 0TOTALS125 135260235 171406SPLIT%48.1% 51.9%39.0%57.9% 42.1%61.0%NB SB EB WB360 306 0 0AMPeakHour07:45 08:3008:0014:30 14:0014:30AMPkVolume33 336248 3682PkHrFactor0.688 0.6880.6460.857 0.6920.8207Ͳ9Volume59 580011755 46001017Ͳ9PeakHour07:45 08:0008:0016:00 17:0016:007Ͳ9PkVolume3330006232240054PkHrFactor0.688 0.6250.000 0.0000.6460.667 0.7500.000 0.0000.8444Ͳ6PeakHour4Ͳ6PkVolumeSPLIT%TOTALPkHrFactorPMPeakHourPMPkVolumePkHrFactor4Ͳ6Volume20:45TOTAL23:45TOTALSTotal666DAILY TOTALS21:0021:1520:30DAILYTOTALS22:1522:3022:4523:0023:1523:30AvenidaFlorenciaBet.AvenidaLaValencia&CaminoDelValle21:3021:4522:00Total66619:3019:4520:0020:1518:0018:1518:3018:4519:0019:1516:4517:0017:15Tuesday17:3017:4515:1515:3015:4516:0016:1516:3014:0014:1514:3012/4/201814:4515:00DAILYTOTALSPMPeriodVOLUMEPreparedbyNDS/ATD13:1513:3013:4512:0012:1512:3012:4513:00 Day:City:PowayDate:Project#:CA18_4482_020NB SB EB WB002,3322,217AMPeriod NB SBEBWB NBSBEBWB00:003143838 7600:153033838 7600:301124240 8200:451802110 40158381547831201:001013528 6301:150003228 6001:300003032 6201:450 1 0 0 1 33 130 31 119 64 24902:004152833 6102:150003839 7702:300005328 8102:45040105 781974014011833703:001126434 9803:150007172 14303:300005160 11103:45011213 55241362029144304:000114935 8404:153255243 9504:300334831 7904:450 3 5 11 5 14 52 201 29 138 81 33905:000334537 8205:15011 116833 10105:30112135429 8305:450 1 12 38 12 39 53 220 29 128 82 34806:00314 175122 7306:15512 176031 9106:30827 356420 8406:4520 36 40 93 60 129 44 219 26 99 70 31807:002653 793013 4307:151257 693218 5007:302145 663594407:4519 78 74 229 93 307 24 121 13 53 37 17408:003657 932713 4008:156554 1193684408:308475 1592963508:4529 214 86 272 115 486 18 110 6 33 24 14309:002065 851472109:151459 731251709:302336 591642009:4519 76 33 193 52 269 8 50 0 16 8 6610:001532 471041410:152535 60731010:301240 5260610:4527 79 32 139 59 218 2 25 1 8 3 3311:002936 6524611:154036 7642611:303742 7932511:4542 148 24 138 66 286 2 11 1 9 3 20TOTALS649 111817671683 10992782SPLIT%36.7% 63.3%38.8%60.5% 39.5%61.2%NB SB EB WB002,3322,217AMPeakHour08:00 08:3008:0014:30 14:4514:45AMPkVolume214 285486266 206470PkHrFactor0.637 0.8280.7640.853 0.7150.8227Ͳ9Volume00292 50179300421 2666877Ͳ9PeakHour08:00 08:0008:0017:00 16:1517:007Ͳ9PkVolume0021427248600220140348PkHrFactor0.000 0.0000.637 0.7910.7640.000 0.0000.809 0.8140.8614Ͳ6PeakHour4Ͳ6PkVolumeSPLIT%TOTALPkHrFactorPMPeakHourPMPkVolumePkHrFactor4Ͳ6Volume20:45TOTAL23:45TOTALSTotal4,549DAILY TOTALS21:0021:1520:30DAILYTOTALS22:1522:3022:4523:0023:1523:30StoneCanyonRdE/OPomeradoRd21:3021:4522:00Total4,54919:3019:4520:0020:1518:0018:1518:3018:4519:0019:1516:4517:0017:15Tuesday17:3017:4515:1515:3015:4516:0016:1516:3014:0014:1514:3012/4/201814:4515:00DAILYTOTALSPMPeriodVOLUMEPreparedbyNDS/ATD13:1513:3013:4512:0012:1512:3012:4513:00Day:City:PowayDate:Project#:CA18_4482_017NB SB EB WB001,5971,414AMPeriod NB SBEBWB NBSBEBWB00:001122726 5300:151012118 3900:300112021 4100:45020204 239124894718001:000001721 3801:150002218 4001:300001615 3101:450 0 0 23 78 18 72 41 15002:002022018 3802:150002824 5202:300003817 5502:450 2 0 0 2 65 151 35 94 100 24503:000005421 7503:150005674 13003:300003049 7903:450 0 0 39 179 22 166 61 34504:000113922 6104:152023329 6204:300224021 6104:45132538 4115316885724105:000333925 6405:150663922 6105:30110113419 5305:451 2 10 29 11 31 31 143 13 79 44 22206:00210 123516 5106:154484721 6806:30411 154011 5106:4518 28 17 42 35 70 23 145 14 62 37 20707:003045 751512 2707:151230 422010 3007:301427 411952407:4511 67 35 137 46 204 14 68 5 32 19 10008:001632 481341708:155327 802933208:307168 1391621808:4535 175 60 187 95 362 10 68 3 12 13 8009:001150 61910 1909:151238 5052709:301225 37941309:4514 49 25 138 39 187 6 29 0 16 6 4510:00819 2781910:151621 3731410:301327 4021310:4521 58 21 88 42 146 2 15 0 3 2 1811:001825 4321311:152519 4431411:301717 3400011:452484107134155 270229TOTALS470 69911691127 7151842SPLIT%40.2% 59.8%38.8%61.2% 38.8%61.2%NB SB EB WB001,5971,414AMPeakHour08:00 08:3008:1514:30 14:4514:45AMPkVolume175 216375213 179384PkHrFactor0.616 0.7940.6740.819 0.6050.7387Ͳ9Volume00242 32456600296 1674637Ͳ9PeakHour08:00 08:0008:0016:30 16:1516:157Ͳ9PkVolume001751873620015991244PkHrFactor0.000 0.0000.616 0.6880.6510.000 0.0000.970 0.7840.9534Ͳ6PeakHour4Ͳ6PkVolumeSPLIT%TOTALPkHrFactorPMPeakHourPMPkVolumePkHrFactor4Ͳ6Volume20:45TOTAL23:45TOTALSTotal3,011DAILY TOTALS21:0021:1520:30DAILYTOTALS22:1522:3022:4523:0023:1523:30StoneCanyonRdBet.BrittanyParkLn&FallenLeafRd21:3021:4522:00Total3,01119:3019:4520:0020:1518:0018:1518:3018:4519:0019:1516:4517:0017:15Tuesday17:3017:4515:1515:3015:4516:0016:1516:3014:0014:1514:3012/4/201814:4515:00DAILYTOTALSPMPeriodVOLUMEPreparedbyNDS/ATD13:1513:3013:4512:0012:1512:3012:4513:00 Day:City:PowayDate:Project#:CA18_4482_019NB SB EB WB1,429 1,20000AMPeriod NB SBEBWB NBSBEBWB00:0000018143200:1501119102900:3001111122300:450 1 3 1 3 14622056 3411801:0000019102901:150006111701:3000018133101:450 1 1 1 1 23661246 3511202:0020213102302:1500020193902:3000013263902:450 2 0 0 2 31 77 41 96 72 17303:0010125487303:15000 105 5015503:3000056278303:450 1 0 0 1 32 218 17 142 49 36004:0000031205104:1510133175004:3020228103804:453611 47 191111764 3617505:0010121173805:1540416203605:3030321163705:451911 210 20781568 3514606:0030313193206:158816 12 203206:307815 13 263906:4517 35 11 27 28 62 7 45 47 112 54 15707:00462369 7 91607:15282048 9 101907:30162743 5 61107:4518 108 32 102 50 210 6 27 4 29 10 5608:00212849 5 81308:15294473 5 71208:30101103204 14 51908:4596 247 52 227 148 474 58 82 10 30 68 11209:00451459 15 72209:15161531 3 91209:3013922 3 3609:4518 92 11 49 29 141 2 23 2 21 4 4410:00111930 3 1410:1511819 3 2510:30121628 1 0110:4522 56 13 56 35 112 3 10 1 4 4 1411:00231841 2 1311:15211233 0 1111:30181230 0 1111:4510721860 28132 0225 27TOTALS628 5271155801 6731474SPLIT%54.4% 45.6%43.9%54.3% 45.7%56.1%NB SB EB WB1,429 1,20000AMPeakHour08:15 08:0008:1515:15 14:4514:45AMPkVolume271 227484224 166383PkHrFactor0.671 0.5510.5930.533 0.8300.6187Ͳ9Volume355 32900684189 132003217Ͳ9PeakHour08:00 08:0008:0016:00 16:4516:007Ͳ9PkVolume247227004741117000175PkHrFactor0.611 0.5510.000 0.0000.5810.841 0.8750.000 0.0000.8584Ͳ6PeakHour4Ͳ6PkVolumeSPLIT%TOTALPkHrFactorPMPeakHourPMPkVolumePkHrFactor4Ͳ6Volume20:45TOTAL23:45TOTALSTotal2,629DAILY TOTALS21:0021:1520:30DAILYTOTALS22:1522:3022:4523:0023:1523:30MartincoitRdS/OSagewoodDr21:3021:4522:00Total2,62919:3019:4520:0020:1518:0018:1518:3018:4519:0019:1516:4517:0017:15Tuesday17:3017:4515:1515:3015:4516:0016:1516:3014:0014:1514:3012/4/201814:4515:00DAILYTOTALSPMPeriodVOLUMEPreparedbyNDS/ATD13:1513:3013:4512:0012:1512:3012:4513:00Day:City:PowayDate:Project#:CA18_4482_005NB SB EB WB742 642 0 0AMPeriod NB SBEBWB NBSBEBWB00:001011882600:15112991800:30000681400:450201 03 15481237 278501:0000014122601:150001071701:3000015112601:450 0 0 10 49 8 38 18 8702:0010117112802:1500010102002:3000015122702:45120 12 1355740 209503:0000017173403:1501119113003:3001117133003:450 1 3 1 3 16 69 8 49 24 11804:001011472104:150222283004:3002217112804:450137 38 16691238 2810705:0013414112505:150331952405:300442442805:451 2 8 18 9 20 17 74 6 26 23 10006:002571372006:153912 14 62006:3041115 21 22306:452 111641 1852 1765 6 21 238607:0042428 11 71807:1562127 14 72107:3081523 20 52507:453 211676 1997 9 54 4 23 137708:0051520 9 51408:1541317 14 21608:3092231 8 1908:455 231666 2189 7 38 3 11 104909:0071825 9 11009:1581422 7 2909:30111021 2 3509:459 35 9 51 18 86 5 23 1 7 6 3010:00141832 1 0110:157815 3 2510:3010717 1 0110:4513441043 2387 2713 31011:007815 1 0111:1516925 2 0211:30131225 0 1111:459451342 2287 2501 26TOTALS186 348534556 294850SPLIT%34.8% 65.2%38.6%65.4% 34.6%61.4%NB SB EB WB742 642 0 0AMPeakHour11:15 06:4508:3017:00 15:0015:00AMPkVolume56 769974 49118PkHrFactor0.778 0.7920.7980.771 0.7210.8687Ͳ9Volume44 14200186143 64002077Ͳ9PeakHour08:00 07:0007:0017:00 16:1516:157Ͳ9PkVolume23760097744200111PkHrFactor0.639 0.7920.000 0.0000.8660.771 0.8750.000 0.0000.9254Ͳ6PeakHour4Ͳ6PkVolumeSPLIT%TOTALPkHrFactorPMPeakHourPMPkVolumePkHrFactor4Ͳ6Volume20:45TOTAL23:45TOTALSTotal1,384DAILY TOTALS21:0021:1520:30DAILYTOTALS22:1522:3022:4523:0023:1523:30StAndrewsDrN/ODorsetWay21:3021:4522:00Total1,38419:3019:4520:0020:1518:0018:1518:3018:4519:0019:1516:4517:0017:15Tuesday17:3017:4515:1515:3015:4516:0016:1516:3014:0014:1514:3012/4/201814:4515:00DAILYTOTALSPMPeriodVOLUMEPreparedbyNDS/ATD13:1513:3013:4512:0012:1512:3012:4513:00 Day:City:PowayDate:Project#:CA18_4482_006NB SB EB WB229 212 0 0AMPeriod NB SBEBWB NBSBEBWB00:0000001100:1500033600:3000032500:450 0 0 39511 82001:00000741101:1500024601:3000053801:450 0 0 2 16 2 13 4 2902:0000063902:1500027902:30000461002:4500 0 618521 113903:0000031403:1500053803:30000861403:450 0 0 6 22 3 13 9 3504:0000072904:15011741104:3000052704:45012 12 726614 134005:0004423505:150111021205:3002261705:45018 18 32128 52906:0000042606:1501161706:3034732506:454749 816 11416 22007:003710 3 0307:158311 7 51207:304610 3 0307:451 161127 1243 1 14 2 7 3 2108:002810 1 1208:1543711208:304610 3 1408:45313623 936 5100 3 51309:0024613409:1522451609:3004411209:4515414 519 0705 01210:0033610110:1541500010:3034721310:45111412 523 0301 0411:0052700011:156612 0 0011:3013420211:45315415 730 020 02TOTALS67 110177162 102264SPLIT%37.9% 62.1%40.1%61.4% 38.6%59.9%NB SB EB WB229 212 0 0AMPeakHour06:45 07:1507:0015:30 14:0015:30AMPkVolume19 284328 2143PkHrFactor0.594 0.6360.8960.875 0.7500.7687Ͳ9Volume29 50007947 2200697Ͳ9PeakHour07:00 07:1507:0016:00 16:1516:007Ͳ9PkVolume1628004326150040PkHrFactor0.500 0.6360.000 0.0000.8960.929 0.6250.000 0.0000.7694Ͳ6PeakHour4Ͳ6PkVolumeSPLIT%TOTALPkHrFactorPMPeakHourPMPkVolumePkHrFactor4Ͳ6Volume20:45TOTAL23:45TOTALSTotal441DAILY TOTALS21:0021:1520:30DAILYTOTALS22:1522:3022:4523:0023:1523:30BocaRatonLn/TamOShanterDrN/OBocaRatonCt21:3021:4522:00Total44119:3019:4520:0020:1518:0018:1518:3018:4519:0019:1516:4517:0017:15Tuesday17:3017:4515:1515:3015:4516:0016:1516:3014:0014:1514:3012/4/201814:4515:00DAILYTOTALSPMPeriodVOLUMEPreparedbyNDS/ATD13:1513:3013:4512:0012:1512:3012:4513:00Day:City:PowayDate:Project#:CA18_4482_007NB SB EB WB635 728 0 0AMPeriod NB SBEBWB NBSBEBWB00:0001110192900:150009101900:301011081800:450101 02 11401047 218701:0000010142401:1500014132701:300009122101:450 0 0 8 41 11 50 19 9102:0000014163002:1500012152702:3000015183302:450 0 0 13542069 3312303:0000013183103:1500011162703:3000023315403:450 0 0 10571277 2213404:000111592404:1500023133604:30011971604:450 1 3 1 3 15621645 3110705:0004410112105:1504420103005:301451361905:450 1 3 15 3 16 14 57 7 34 21 9106:001231251706:152810 17 82506:306814 8 41206:455 141028 1542 6 43 7 24 136707:0041620 8 41207:15142135 14 31707:30131427 13 72007:453 34 24 75 27 109 6 41 4 18 10 5908:0052429 4 61008:1581523 3 2508:30152338 10 31308:4517 45 12 74 29 119 9 26 4 15 13 4109:008917 10 41409:153710 6 1709:3091827 3 3609:458 281549 2377 6 25 2 10 8 3510:0061117 2 1310:155510 1 0110:304812 2 1310:456211034 1655 0502 0711:006915 1 0111:15111728 0 1111:30101727 2 1311:4510371356 2393 0302 05TOTALS181 335516454 393847SPLIT%35.1% 64.9%37.9%53.6% 46.4%62.1%NB SB EB WB635 728 0 0AMPeakHour08:15 07:4508:0015:30 14:4514:45AMPkVolume48 8611971 85145PkHrFactor0.706 0.8960.7830.772 0.6850.6717Ͳ9Volume79 14900228119 79001987Ͳ9PeakHour08:00 07:4508:0016:00 16:1516:007Ͳ9PkVolume458600119624700107PkHrFactor0.662 0.8960.000 0.0000.7830.674 0.7340.000 0.0000.7434Ͳ6PeakHour4Ͳ6PkVolumeSPLIT%TOTALPkHrFactorPMPeakHourPMPkVolumePkHrFactor4Ͳ6Volume20:45TOTAL23:45TOTALSTotal1,363DAILY TOTALS21:0021:1520:30DAILYTOTALS22:1522:3022:4523:0023:1523:30CloudcroftDrN/OEspolaRd21:3021:4522:00Total1,36319:3019:4520:0020:1518:0018:1518:3018:4519:0019:1516:4517:0017:15Tuesday17:3017:4515:1515:3015:4516:0016:1516:3014:0014:1514:3012/4/201814:4515:00DAILYTOTALSPMPeriodVOLUMEPreparedbyNDS/ATD13:1513:3013:4512:0012:1512:3012:4513:00 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\3rd Submittal\Appendices.3015.doc APPENDIX D CALTRANS FREEWAY TRAFFIC DATA DISTRTE RTCNTY PM_PM PMDESCRIPTION BACK_PEAK_HOU BACK_PEAK_MADTBACK_AADTAHEAD_PEAK_HOAHEAD_PEAK_MA AHEAD_AADT09 014 KER 64.559 HOMESTEAD NORTH JCT. RTE. 395 800 4900 420011 015 S SD 11.890 BEGIN ROUTE 15S HOV LANES ONLY2500 23000 2030011 015 S SD 15.000 CARROLL CANYON ROAD (HOV) 2500 23000 20300 5400 48500 4450011 015 S SD 20.577 CARMEL MOUNTAIN ROAD 4450 42500 39000 4800 45000 4050011 015 S SD 23.688 RANCHO BERNARDO ROAD 4800 45000 40500 4650 42000 3750011 015 S SD 30.856 END ROUTE 15S HOV LANES ONLY; JCT. RTE. 15 4650 42000 3200011 015 SD 0.405 MAIN STREET UC620 8000 780011 015 SD R 0.000 R JCT. RTE. 5, RIGHT ALIGN5100 56000 5300011 015 SD R 0.000 L JCT. RTE. 5, LEFT ALIGN4700 59000 5600011 015 SD R 0.588 SAN DIEGO, OCEANVIEW BOULEVARD 9700 114000 110000 9300 124000 12100011 015 SD 1.846 SAN DIEGO, MARKET STREET 9300 124000 121000 12000 139000 13400011 015 SD 2.226 JCT. RTE. 9412000 139000 134000 11900 131000 12800011 015 SD R 3.367 JCT. RTE. 80511900 131000 128000 13600 178000 17600011 015 SD M 4.663 SAN DIEGO, UNIVERSITY AVENUE 13600 178000 176000 14000 175000 17400011 015 SD M 5.042 SAN DIEGO, EL CAJON BOULEVARD 14000 175000 174000 13900 173000 17200011 015 SD M 5.600 SAN DIEGO, ADAMS AVENUE 13900 173000 172000 14600 182000 17900011 015 SD R 6.132 JCT. RTE. 814600 182000 179000 17500 228000 22100011 015 SD R 6.817 SAN DIEGO, FRIARS ROAD 17500 228000 221000 18300 239000 22800011 015 SD R 8.366 SAN DIEGO, AERO DRIVE 18300 239000 228000 15500 203000 20200011 015 SD R 9.238 SAN DIEGO, BALBOA AVENUE 15500 203000 202000 14500 189000 18700011 015 SD R 9.995 CLAIREMONT MESA BOULEVARD 14500 189000 187000 13400 164000 16000011 015 SD R 10.580 JCT. RTE. 5213400 164000 160000 14700 192000 19000011 015 SD M 12.002 ROUTE 15S HOV LANES 14700 192000 190000 14200 182000 18100011 015 SD M 12.124 JCT. RTE. 16314200 182000 181000 24600 309000 30700011 015 SD M 13.334 SAN DIEGO, MIRAMAR WAY 24600 309000 307000 25000 312000 30400011 015 SD M 14.285 SAN DIEGO, MIRAMAR/ POMERADO ROAD 25000 312000 304000 23300 293000 28700011 015 SD M 15.000 CARROLL CANYON ROAD 23300 293000 287000 22100 293000 27700011 015 SD M 15.924 MIRA MESA BOULEVARD 22100 293000 277000 21000 277000 26800011 015 SD M 17.311 SAN DIEGO, MERCY ROAD 21000 277000 268000 20200 266000 25400011 015 SD M 18.176 SAN DIEGO, POWAY ROAD 20200 266000 254000 18300 237000 22200011 015 SD M 19.468 JCT. RTE. 5618300 237000 222000 17900 247000 23800011 015 SD M 20.574 CARMEL MOUNTAIN ROAD 17900 247000 238000 16800 236000 22700011 015 SD M 21.915 SAN DIEGO, CAMINO DEL NORTE 16800 236000 227000 16700 236000 22100011 015 SD M 22.935 SAN DIEGO, BERNARDO CENTER DRIVE 16700 236000 221000 16200 228000 21200011 015 SD M 23.687 SAN DIEGO, RANCHO BERNARDO ROAD 16200 228000 212000 16000 223000 21600011 015 SD M 26.026 POMERADO ROAD 16000 223000 216000 17200 232000 22600011 015 SD M 26.970 ESCONDIDO, FELICITA ROAD 17200 232000 226000 17300 227000 21700011 015 SD M 27.650 ESCONDIDO, SOUTH JCT. OF CENTRE CITY PKWY 17300 227000 217000 18200 229000 21000011 015 SD R 28.765 CITRACADO PARKWAY 18200 229000 210000 21100 279000 26400011 015 SD R 30.090 ESCONDIDO, 9TH AVENUE 21100 279000 264000 18000 231000 21100011 015 SD R 30.627 VALLEY PARKWAY 18000 231000 211000 22900 293000 291000 DI RTE CO PRE PM CS LEG YR AM_DIR AM_WAY_PHV AM_K_FACTOR_AMT AM_D_FACTOR_AMT AM_KD_FACTOR AM_HOUR AM_DAY AM_MONTH PM_DIR PM_WAY_PHV PM_K_FACTOR_AMT PM_D_FACTOR_AMT PM_KD_FACTOR PM_HOUR PM_DAY PM_MONTH11 015 SD 11.890 302 A 17 S 1282 8.880 71.100 6.320 8 MON OCT S 1,372 11.100 60.900 6.760 16 FRI DEC11 015 SD 15.000 998 X 17 S 3113 8.830 79.620 7.030 8 WED OCT N 3,459 11.760 66.400 7.810 16 TUE DEC11 015 SD 20.577 997 B 17 S 3326 9.900 86.410 8.550 7 WED NOV N 2,981 10.630 72.110 7.670 16 WED OCT11 015 SD 23.688 996 B 17 S 3428 9.740 86.440 8.420 7 MON DEC N 3,546 11.040 78.850 8.700 16 TUE OCT11 015 SD 27.261 301 X 17 S 3505 10.340 90.500 9.350 7 WED JUN N 3,318 11.350 78.020 8.850 15 WED OCT11 015 SD 30.856 300 O 17 S 3133 11.080 88.550 9.820 7 THU MAR N 2,504 10.130 77.400 7.840 16 TUE OCT11 015 SD 0.405 909 A 17 S 4417 6.970 57.790 4.030 6 THU JUN N 5,130 8.640 54.170 4.680 16 TUE JUL11 015 SD 2.226 836 B 17 N 5358 7.710 51.840 4.000 7 THU OCT N 6,199 8.590 53.880 4.630 16 WED MAY11 015 SD R 6.132 813 B 17 N 7180 6.480 61.930 4.010 6 WED MAY S 8,558 7.950 60.150 4.780 17 WED MAR11 015 SD R 9.995 682 X 17 N 6953 7.320 59.230 4.340 6 FRI NOV S 6,259 7.750 50.350 3.900 14 FRI JAN11 015 SD M 15.000 999 X 17 S 11760 7.860 57.140 4.490 7 TUE AUG S 10,492 7.660 52.330 4.010 15 FRI AUG11 015 SD M 15.924 913 B 17 S 12565 7.890 57.580 4.540 7 THU JAN N 11,272 7.770 52.430 4.080 15 FRI MAY11 015 SD M 26.026 935 A 17 S 9759 7.040 61.340 4.320 7 MON MAY N 10,171 7.320 61.550 4.500 15 TUE FEB11 015 SD M 26.026 934 B 17 S 9465 6.560 66.810 4.380 6 THU JUL N 9,205 7.270 58.590 4.260 16 THU JUN11 015 SD R 28.765 914 B 17 S 10261 7.170 68.080 4.880 6 FRI NOV N 10,906 8.630 60.180 5.190 15 FRI JAN11 015 SD R 30.627 918 B 17 S 10096 7.080 67.620 4.790 6 WED FEB N 10,566 8.220 60.910 5.010 15 WED NOV11 015 SD R 31.517 915 A 17 S 7215 6.200 76.750 4.760 6 FRI SEP N 7,346 7.490 64.640 4.840 16 WED MAY11 015 SD R 36.636 916 A 17 S 7317 6.530 76.920 5.020 6 FRI AUG N 6,899 7.310 64.800 4.740 15 TUE SEP11 015 SD R 46.491 969 A 17 N 8032 7.780 70.490 5.480 12 MON SEP N 9,038 8.270 74.590 6.170 15 MON FEB11 015 SD R 46.491 967 B 17 S 6551 6.110 78.170 4.780 6 THU JUL N 6,295 7.250 63.330 4.590 15 FRI NOV08 015 RIV 8.737 901 B 17 S 8027 6.650 60.930 4.050 8 SAT OCT N 7,385 6.590 56.580 3.730 15 WED MAR08 015 RIV 44.662 156 A 17 S 5621 6.880 54.360 3.740 6 MON APR S 5,311 6.750 52.350 3.530 14 THU DEC08 015 SBD 1.015 708 B 15 N 7588 6.630 52.300 3.470 6 MON MAY S 7,167 6.290 52.150 3.280 13 SUN JUN08 015 SBD 5.973 605 A 17 S 7873 6.010 72.280 4.340 7 TUE JUL N 7,133 6.430 61.160 3.930 16 WED OCT08 015 SBD R 81.834 604 B 17 N 2922 10.490 57.920 6.080 12 FRI APR N 2,905 11.500 52.530 6.040 13 FRI DEC08 015 SBD R 138.456 907 A 16 N 2782 11.100 62.170 6.900 10 SAT SEP S 2,746 12.170 55.980 6.810 14 SUN JUL LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\3rd Submittal\Appendices.3015.doc APPENDIX E PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS – EXISTING 1: Rancho Bernardo Rd & I-15 SB off-ramp HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 804 627 0 1287 562 0 0 0 476 0 1193 Future Volume (veh/h) 0 804 627 0 1287 562 0 0 0 476 0 1193 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 846 660 0 1355 592 501 0 1256 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 202 Cap, veh/h 621 2282 708 444 1773 550 601 0 1459 Arrive On Green 0.00 0.45 0.45 0.00 0.69 0.69 0.17 0.00 0.17 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 846 660 0 1355 592 501 0 1256Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 15.4 55.2 0.0 24.2 48.6 19.6 0.0 5.9Cycle Q Clear(g_c), s 0.0 15.4 55.2 0.0 24.2 48.6 19.6 0.0 5.9Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 621 2282 708 444 1773 550 601 0 1459V/C Ratio(X) 0.00 0.37 0.93 0.00 0.76 1.08 0.83 0.00 0.86Avail Cap(c_a), veh/h 621 3286 1020 444 1773 550 689 0 1529HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 0.00 1.00 1.00 0.00 0.81 0.81 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 25.7 36.7 0.0 17.7 21.4 55.9 0.0 29.0Incr Delay (d2), s/veh 0.0 0.5 20.7 0.0 2.6 56.8 6.8 0.0 4.8Initial 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 6.2 24.4 0.0 5.7 18.1 9.0 0.0 26.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 26.1 57.4 0.0 20.3 78.2 62.7 0.0 33.8LnGrp LOS A C E A C F E A C Approach Vol, veh/h 1506 1947 1757Approach Delay, s/veh 39.8 37.9 42.0Approach LOS D D D Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 40.6 69.0 30.5 54.5 55.0Change Period (Y+Rc), s 5.7 * 6.4 6.1 5.7 * 6.4Max Green Setting (Gmax), s 5.0 * 90 27.9 45.3 * 49Max Q Clear Time (g_c+I1), s 0.0 57.2 21.6 0.0 50.6Green Ext Time (p_c), s 0.0 5.3 2.8 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 39.8HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2: I-15 NB off-ramp & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 913 367 0 1088 231 761 0 465 0 0 0 Future Volume (veh/h) 0 913 367 0 1088 231 761 0 465 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 941 378 0 1122 238 785 0 479 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222202 Cap, veh/h 246 1627 505 532 2447 760 873 0 1538 Arrive On Green 0.00 0.64 0.64 0.00 0.48 0.48 0.25 0.00 0.25 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 941 378 0 1122 238 785 0 479Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 14.8 23.2 0.0 20.5 12.9 30.8 0.0 0.0Cycle Q Clear(g_c), s 0.0 14.8 23.2 0.0 20.5 12.9 30.8 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 246 1627 505 532 2447 760 873 0 1538V/C Ratio(X) 0.00 0.58 0.75 0.00 0.46 0.31 0.90 0.00 0.31Avail Cap(c_a), veh/h 246 1627 505 532 2447 760 1256 0 1848HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.89 0.89 0.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 20.0 21.5 0.0 24.3 22.3 50.6 0.0 17.0Incr Delay (d2), s/veh 0.0 1.3 8.8 0.0 0.6 1.1 5.1 0.0 0.0Initial 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 4.5 6.6 0.0 8.2 5.0 13.7 0.0 4.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 21.3 30.3 0.0 24.9 23.4 55.7 0.0 17.0LnGrp LOS A C C A C C E A B Approach Vol, veh/h 1319 1360 1264Approach Delay, s/veh 23.9 24.7 41.0Approach LOS C C D Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s47.5 51.0 25.0 73.5 41.5Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4 6.1Max Green Setting (Gmax), s26.3 * 45 5.0 * 67 50.9Max Q Clear Time (g_c+I1), s0.0 25.2 0.0 22.5 32.8Green Ext Time (p_c), s 0.0 4.9 0.0 6.3 2.6 Intersection Summary HCM 6th Ctrl Delay 29.7HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 3: Bernardo Center Dr & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 280 690 350 146 829 118 240 221 98 170 391 205 Future Volume (veh/h) 280 690 350 146 829 118 240 221 98 170 391 205 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 292 724 361 152 864 123 250 230 102 177 407 214 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 390 1416 600 235 1052 150 343 465 200 266 604 443 Arrive On Green 0.11 0.38 0.38 0.07 0.34 0.34 0.10 0.19 0.19 0.08 0.17 0.17 Sat Flow, veh/h 3563 3741 1585 3456 3123 445 3456 2421 1039 3456 3554 1585 Grp Volume(v), veh/h 292 724 361 152 492 495 250 167 165 177 407 214Grp Sat Flow(s),veh/h/ln1781 1870 1585 1728 1777 1790 1728 1777 1683 1728 1777 1585Q Serve(g_s), s 5.8 11.0 13.5 3.1 18.6 18.6 5.2 6.1 6.5 3.7 7.9 8.3Cycle Q Clear(g_c), s 5.8 11.0 13.5 3.1 18.6 18.6 5.2 6.1 6.5 3.7 7.9 8.3Prop In Lane 1.00 1.00 1.00 0.25 1.00 0.62 1.00 1.00Lane Grp Cap(c), veh/h 390 1416 600 235 599 603 343 341 323 266 604 443V/C Ratio(X) 0.75 0.51 0.60 0.65 0.82 0.82 0.73 0.49 0.51 0.67 0.67 0.48Avail Cap(c_a), veh/h 563 2053 870 386 915 922 499 968 917 527 1936 1037HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh31.7 17.6 18.4 33.4 22.3 22.3 32.1 26.5 26.6 33.0 28.6 22.1Incr Delay (d2), s/veh 1.6 0.4 1.4 1.1 2.0 2.0 1.2 0.4 0.5 1.1 0.5 0.3Initial 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 4.5 4.8 1.3 7.6 7.6 2.1 2.5 2.5 1.5 3.3 3.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 33.3 18.0 19.8 34.5 24.3 24.3 33.3 26.9 27.0 34.1 29.1 22.4LnGrp LOS C B B CCCCCCCCC Approach Vol, veh/h 1377 1139 582 798Approach Delay, s/veh 21.7 25.7 29.7 28.4Approach LOS CCCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s9.4 34.0 11.7 18.4 12.4 30.9 10.0 20.0Change Period (Y+Rc), s 4.4 6.2 4.4 5.9 4.4 * 6.2 4.4 * 5.9Max Green Setting (Gmax), s8.2 40.3 10.6 40.0 11.6 * 38 11.2 * 40Max Q Clear Time (g_c+I1), s5.1 15.5 7.2 10.3 7.8 20.6 5.7 8.5Green Ext Time (p_c), s 0.1 10.2 0.2 2.2 0.2 4.1 0.1 1.3 Intersection Summary HCM 6th Ctrl Delay 25.4HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 4: Pomerado Rd & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 147 451 194 187 711 272 135 314 110 279 594 206 Future Volume (veh/h) 147 451 194 187 711 272 135 314 110 279 594 206 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 158 485 209 201 765 292 145 338 118 300 639 222 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 192 631 270 236 1014 452 214 499 171 647 836 290 Arrive On Green 0.11 0.26 0.26 0.13 0.29 0.29 0.06 0.19 0.19 0.19 0.32 0.32 Sat Flow, veh/h 1781 2423 1038 1781 3554 1585 3456 2596 891 3456 2587 898 Grp Volume(v), veh/h 158 355 339 201 765 292 145 230 226 300 439 422Grp Sat Flow(s),veh/h/ln1781 1777 1684 1781 1777 1585 1728 1777 1710 1728 1777 1709Q Serve(g_s), s 7.9 16.7 16.9 10.0 17.8 8.2 3.7 10.9 11.2 7.0 20.1 20.1Cycle Q Clear(g_c), s 7.9 16.7 16.9 10.0 17.8 8.2 3.7 10.9 11.2 7.0 20.1 20.1Prop In Lane 1.00 0.62 1.00 1.00 1.00 0.52 1.00 0.53Lane Grp Cap(c), veh/h 192 463 438 236 1014 452 214 342 329 647 574 552V/C Ratio(X) 0.82 0.77 0.77 0.85 0.75 0.65 0.68 0.67 0.69 0.46 0.76 0.76Avail Cap(c_a), veh/h 283 738 699 307 1507 672 290 706 680 647 775 745HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh39.6 31.0 31.0 38.4 29.5 9.0 41.6 33.9 34.0 32.8 27.5 27.6Incr Delay (d2), s/veh 7.5 3.0 3.3 13.3 1.3 1.6 1.4 3.9 4.3 0.2 4.1 4.3Initial 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 7.2 6.9 5.1 7.3 4.9 1.6 4.8 4.8 2.8 8.6 8.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 47.0 34.0 34.3 51.7 30.8 10.6 43.0 37.8 38.4 33.0 31.6 31.8LnGrp LOS D CCDCBDDDCCC Approach Vol, veh/h 852 1258 601 1161Approach Delay, s/veh 36.5 29.4 39.3 32.0Approach LOS DCDC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s16.4 29.5 10.0 34.7 14.2 31.7 22.3 22.3Change Period (Y+Rc), s 4.4 * 5.9 4.4 5.4 4.4 5.9 5.4 * 4.9Max Green Setting (Gmax), s15.6 * 38 7.6 39.5 14.4 38.4 11.6 * 36Max Q Clear Time (g_c+I1), s12.0 18.9 5.7 22.1 9.9 19.8 9.0 13.2Green Ext Time (p_c), s 0.1 4.4 0.0 7.1 0.1 6.1 0.2 4.3 Intersection Summary HCM 6th Ctrl Delay 33.3HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_AM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 862 9 18 1129 25 40 Future Volume (veh/h) 862 9 18 1129 25 40 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 980 10 20 1283 28 45 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222 Cap, veh/h 1900 19 36 2379 102 91 Arrive On Green 0.53 0.53 0.02 0.67 0.06 0.06 Sat Flow, veh/h 3697 37 1781 3647 1781 1585 Grp Volume(v), veh/h 483 507 20 1283 28 45Grp Sat Flow(s),veh/h/ln1777 1864 1781 1777 1781 1585Q Serve(g_s), s 6.5 6.5 0.4 6.9 0.6 1.0Cycle Q Clear(g_c), s 6.5 6.5 0.4 6.9 0.6 1.0Prop In Lane 0.02 1.00 1.00 1.00Lane Grp Cap(c), veh/h 937 983 36 2379 102 91V/C Ratio(X) 0.52 0.52 0.56 0.54 0.28 0.50Avail Cap(c_a), veh/h 2479 2600 362 6112 1274 1133HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 5.7 5.7 17.9 3.2 16.7 16.9Incr Delay (d2), s/veh 0.5 0.5 5.0 0.2 0.5 1.6Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.1 1.2 0.2 0.1 0.2 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 6.2 6.2 22.9 3.4 17.2 18.5LnGrp LOS A A C A B B Approach Vol, veh/h 990 1303 73Approach Delay, s/veh 6.2 3.7 18.0Approach LOS A A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s5.2 25.0 30.2 6.7Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s7.5 51.5 63.5 26.4Max Q Clear Time (g_c+I1), s2.4 8.5 8.9 3.0Green Ext Time (p_c), s 0.0 9.0 15.8 0.1 Intersection Summary HCM 6th Ctrl Delay 5.2HCM 6th LOS A 6: Avenida Florencia & Espola Rd HCM 6th TWSC 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_AM.syn Intersection Int Delay, s/veh 0.6 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 848 13 38 1108 16 39Future Vol, veh/h 848 13 38 1108 16 39Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 88 88 88 88 88 88Heavy Vehicles, % 2 22222Mvmt Flow 964 15 43 1259 18 44 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 979 0 1680 482 Stage 1 - - - - 964 - Stage 2 - - - - 716 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 701 - 86 530 Stage 1 - - - - 331 - Stage 2 - - - - 445 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 701 - 81 530Mov Cap-2 Maneuver - - - - 196 - Stage 1 - - - - 311 - Stage 2 - - - - 445 - Approach EB WB NB HCM Control Delay, s 0 0.3 17.3HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 354 - - 701 -HCM Lane V/C Ratio 0.177 - - 0.062 -HCM Control Delay (s) 17.3 - - 10.5 -HCM Lane LOS C - - B -HCM 95th %tile Q(veh) 0.6 - - 0.2 - 7: Valle Verde Rd & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 332 534 15 13 746 76 15 12 19 83 2 376 Future Volume (veh/h) 332 534 15 13 746 76 15 12 19 83 2 376 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 382 614 17 15 857 87 17 14 22 95 2 432 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, %222222222222 Cap, veh/h 414 1854 51 36 1019 103 22 18 29 406 426 729 Arrive On Green 0.23 0.52 0.52 0.02 0.31 0.31 0.04 0.04 0.04 0.23 0.23 0.23 Sat Flow, veh/h 1781 3532 98 1781 3257 331 550 453 712 1781 1870 1585 Grp Volume(v), veh/h 382 309 322 15 468 476 53 0 0 95 2 432Grp Sat Flow(s),veh/h/ln 1781 1777 1853 1781 1777 1811 1715 0 0 1781 1870 1585Q Serve(g_s), s 21.9 10.4 10.5 0.9 25.6 25.6 3.2 0.0 0.0 4.5 0.1 21.1Cycle Q Clear(g_c), s 21.9 10.4 10.5 0.9 25.6 25.6 3.2 0.0 0.0 4.5 0.1 21.1Prop In Lane 1.00 0.05 1.00 0.18 0.32 0.42 1.00 1.00Lane Grp Cap(c), veh/h 414 933 972 36 556 566 70 0 0 406 426 729V/C Ratio(X) 0.92 0.33 0.33 0.42 0.84 0.84 0.76 0.00 0.00 0.23 0.00 0.59Avail Cap(c_a), veh/h 518 1047 1092 118 648 660 361 0 0 511 537 823HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 39.2 14.3 14.3 50.6 33.5 33.5 49.6 0.0 0.0 32.9 31.2 20.9Incr Delay (d2), s/veh 17.8 0.2 0.2 2.8 9.0 8.8 18.4 0.0 0.0 0.1 0.0 0.5Initial 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 11.5 4.1 4.3 0.4 12.2 12.4 1.7 0.0 0.0 2.0 0.0 7.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 57.1 14.5 14.5 53.4 42.5 42.3 68.1 0.0 0.0 33.0 31.2 21.4LnGrp LOS E B B D D D E A A C C C Approach Vol, veh/h 1013 959 53 529Approach Delay, s/veh 30.6 42.6 68.1 23.5Approach LOS C D E C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.7 61.4 29.1 27.9 39.2 8.3Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 61.6 * 30 30.4 38.1 22.0Max Q Clear Time (g_c+I1), s 2.9 12.5 23.1 23.9 27.6 5.2Green Ext Time (p_c), s 0.0 5.5 0.7 0.4 5.1 0.2 Intersection Summary HCM 6th Ctrl Delay 34.4HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8: Valle Verde Rd & St Andrews Dr HCM 6th TWSC 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_AM.syn Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 2 1 26 94 2 5 24 363 30 2 356 6Future Vol, veh/h 2 1 26 94 2 5 24 363 30 2 356 6Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 2 22222222222Mvmt Flow 2 1 28 102 2 5 26 395 33 2 387 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 858 871 387 856 845 395 394 0 0 428 0 0 Stage 1 391 391 - 447 447 ------- Stage 2 467 480 - 409 398 -------Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -Pot Cap-1 Maneuver 277 289 661 278 300 654 1165 - - 1131 - - Stage 1 633 607 - 591 573 ------- Stage 2 576 554 - 619 603 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 268 282 661 260 293 654 1165 - - 1131 - -Mov Cap-2 Maneuver 268 282 - 260 293 ------- Stage 1 619 606 - 578 560 ------- Stage 2 556 542 - 590 602 ------- Approach EB WB NB SB HCM Control Delay, s 11.5 26.9 0.5 0HCM LOS B D Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1165 - - 273 661 261 654 1131 - -HCM Lane V/C Ratio 0.022 - - 0.012 0.043 0.4 0.008 0.002 - -HCM Control Delay (s) 8.2 - - 18.3 10.7 27.7 10.6 8.2 - -HCM Lane LOS A - - C B D B A - -HCM 95th %tile Q(veh) 0.1 - - 0 0.1 1.8 0 0 - - 9: Martincoit Rd & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_AM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 462 170 88 645 187 70 Future Volume (veh/h) 462 170 88 645 187 70 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 563 207 107 787 228 85 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, %222222 Cap, veh/h 941 345 137 1909 314 402 Arrive On Green 0.37 0.37 0.08 0.54 0.18 0.18 Sat Flow, veh/h 2639 933 1781 3647 1781 1585 Grp Volume(v), veh/h 392 378 107 787 228 85Grp Sat Flow(s),veh/h/ln 1777 1702 1781 1777 1781 1585Q Serve(g_s), s 7.1 7.1 2.3 5.2 4.8 1.7Cycle Q Clear(g_c), s 7.1 7.1 2.3 5.2 4.8 1.7Prop In Lane 0.55 1.00 1.00 1.00Lane Grp Cap(c), veh/h 657 629 137 1909 314 402V/C Ratio(X) 0.60 0.60 0.78 0.41 0.73 0.21Avail Cap(c_a), veh/h 1451 1390 600 4419 1302 1281HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 10.1 10.2 18.0 5.5 15.5 11.7Incr Delay (d2), s/veh 1.1 1.1 3.6 0.2 1.2 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.9 1.8 0.9 0.8 1.7 0.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 11.2 11.3 21.6 5.6 16.7 11.8LnGrp LOS B B C A B B Approach Vol, veh/h 770 894 313Approach Delay, s/veh 11.2 7.6 15.4Approach LOS B A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.7 21.2 27.9 11.9Change Period (Y+Rc), s 3.6 6.5 6.5 4.9Max Green Setting (Gmax), s 13.4 32.5 49.5 29.1Max Q Clear Time (g_c+I1), s 4.3 9.1 7.2 6.8Green Ext Time (p_c), s 0.1 5.6 7.1 0.4 Intersection Summary HCM 6th Ctrl Delay 10.2HCM 6th LOS B 10: Espola Rd & Cloudcroft Dr HCM 6th TWSC 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_AM.syn Intersection Int Delay, s/veh 1.1 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 18 680 637 18 29 50Future Vol, veh/h 18 680 637 18 29 50Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 81 81 81 81 81 81Heavy Vehicles, % 2 22222Mvmt Flow 22 840 786 22 36 62 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 808 0 - 0 1681 404 Stage 1 - - - - 797 - Stage 2 - - - - 884 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 815 - - - 94 597 Stage 1 - - - - 405 - Stage 2 - - - - 403 -Platoon blocked, % - - -Mov Cap-1 Maneuver 815 - - - 91 597Mov Cap-2 Maneuver - - - - 218 - Stage 1 - - - - 394 - Stage 2 - - - - 403 - Approach EB WB SB HCM Control Delay, s 0.2 0 18.5HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 815 - - - 364HCM Lane V/C Ratio 0.027 - - - 0.268HCM Control Delay (s) 9.5 - - - 18.5HCM Lane LOS A - - - CHCM 95th %tile Q(veh) 0.1 - - - 1.1 11: Old Coach Rd & Espola Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 51 677 10 0 559 17 32 1 3 33 0 74 Future Volume (veh/h) 51 677 10 0 559 17 32 1 3 33 0 74 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 65 868 13 0 717 22 41 1 4 42 0 95 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, %222222222222 Cap, veh/h 92 1937 29 5 1363 42 65 30 120 67 0 147 Arrive On Green 0.05 0.54 0.54 0.00 0.39 0.39 0.04 0.09 0.09 0.04 0.00 0.09 Sat Flow, veh/h 1781 3584 54 1781 3520 108 1781 327 1308 1781 0 1585 Grp Volume(v), veh/h 65 430 451 0 362 377 41 0 5 42 0 95Grp Sat Flow(s),veh/h/ln 1781 1777 1861 1781 1777 1851 1781 0 1635 1781 0 1585Q Serve(g_s), s 1.4 5.8 5.8 0.0 6.2 6.2 0.9 0.0 0.1 0.9 0.0 2.3Cycle Q Clear(g_c), s 1.4 5.8 5.8 0.0 6.2 6.2 0.9 0.0 0.1 0.9 0.0 2.3Prop In Lane 1.00 0.03 1.00 0.06 1.00 0.80 1.00 1.00Lane Grp Cap(c), veh/h 92 960 1006 5 688 717 65 0 150 67 0 147V/C Ratio(X) 0.71 0.45 0.45 0.00 0.53 0.53 0.63 0.00 0.03 0.63 0.00 0.65Avail Cap(c_a), veh/h 452 1738 1820 249 1534 1598 317 0 914 317 0 886HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 18.4 5.5 5.5 0.0 9.3 9.3 18.7 0.0 16.3 18.7 0.0 17.2Incr Delay (d2), s/veh 3.7 0.5 0.4 0.0 0.9 0.9 3.6 0.0 0.1 3.6 0.0 3.5Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.6 1.3 1.4 0.0 1.9 2.0 0.4 0.0 0.0 0.4 0.0 0.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 22.0 6.0 5.9 0.0 10.2 10.1 22.3 0.0 16.3 22.3 0.0 20.8LnGrp LOS C AAABBCABCAC Approach Vol, veh/h 946 739 46 137Approach Delay, s/veh 7.0 10.2 21.7 21.2Approach LOS A B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 0.0 26.3 5.4 7.6 6.0 20.2 5.5 7.6Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 4.0 5.0 4.0 4.0Max Green Setting (Gmax), s 5.5 38.5 7.0 22.0 10.0 34.0 7.0 22.0Max Q Clear Time (g_c+I1), s 0.0 7.8 2.9 4.3 3.4 8.2 2.9 2.1Green Ext Time (p_c), s 0.0 9.3 0.0 0.3 0.0 7.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 9.7HCM 6th LOS A 12: Espola Rd & Lake Poway Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 75 4 20 12 1 6 19 469 19 14 610 96 Future Volume (veh/h) 75 4 20 12 1 6 19 469 19 14 610 96 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 110 6 29 18 1 9 28 690 28 21 897 141 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 161 25 122 43 2 40 134 1398 57 134 1236 194 Arrive On Green 0.09 0.09 0.09 0.03 0.03 0.03 0.08 0.40 0.40 0.08 0.40 0.40 Sat Flow, veh/h 1781 279 1349 1692 94 1585 1781 3481 141 1781 3077 484 Grp Volume(v), veh/h 110 0 35 19 0 9 28 352 366 21 518 520Grp Sat Flow(s),veh/h/ln1781 0 1628 1786 0 1585 1781 1777 1845 1781 1777 1783Q Serve(g_s), s 3.2 0.0 1.1 0.6 0.0 0.3 0.8 7.8 7.9 0.6 13.1 13.1Cycle Q Clear(g_c), s 3.2 0.0 1.1 0.6 0.0 0.3 0.8 7.8 7.9 0.6 13.1 13.1Prop In Lane 1.00 0.83 0.95 1.00 1.00 0.08 1.00 0.27Lane Grp Cap(c), veh/h 161 0 147 46 0 40 134 714 741 134 714 716V/C Ratio(X) 0.69 0.00 0.24 0.42 0.00 0.22 0.21 0.49 0.49 0.16 0.73 0.73Avail Cap(c_a), veh/h 907 0 829 875 0 777 605 918 953 605 918 921HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh23.4 0.0 22.4 25.5 0.0 25.3 23.0 11.8 11.8 22.9 13.4 13.4Incr Delay (d2), s/veh 1.9 0.0 0.3 6.0 0.0 2.7 0.3 0.6 0.6 0.2 2.3 2.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.3 0.0 0.4 0.3 0.0 0.1 0.3 2.7 2.8 0.2 4.8 4.8Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 25.3 0.0 22.7 31.4 0.0 28.1 23.3 12.5 12.5 23.1 15.7 15.7LnGrp LOS C A C C A C C B B C B B Approach Vol, veh/h 145 28 746 1059Approach Delay, s/veh 24.7 30.4 12.9 15.9Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s8.5 28.2 10.1 8.5 28.2 6.3Change Period (Y+Rc), s 4.5 6.9 * 5.3 4.5 6.9 4.9Max Green Setting (Gmax), s18.0 27.4 * 27 18.0 27.4 26.0Max Q Clear Time (g_c+I1), s2.6 9.9 5.2 2.8 15.1 2.6Green Ext Time (p_c), s 0.0 5.0 0.2 0.0 6.2 0.1 Intersection Summary HCM 6th Ctrl Delay 15.6HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 13: Espola Rd & Titan Wy/Eden Grove HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 0 257 21 0 7 379 439 11 13 421 175 Future Volume (veh/h) 50 0 257 21 0 7 379 439 11 13 421 175 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 81 0 415 34 0 11 611 708 18 21 679 282 Peak Hour Factor 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 104 0 465 46 0 413 708 1565 40 33 907 405 Arrive On Green 0.06 0.00 0.29 0.03 0.00 0.26 0.20 0.44 0.44 0.02 0.26 0.26 Sat Flow, veh/h 1781 0 1585 1781 0 1585 3456 3541 90 1781 3554 1585 Grp Volume(v), veh/h 81 0 415 34 0 11 611 355 371 21 679 282Grp Sat Flow(s),veh/h/ln1781 0 1585 1781 0 1585 1728 1777 1854 1781 1777 1585Q Serve(g_s), s 3.9 0.0 22.0 1.7 0.0 0.5 15.0 12.2 12.2 1.0 15.4 14.1Cycle Q Clear(g_c), s 3.9 0.0 22.0 1.7 0.0 0.5 15.0 12.2 12.2 1.0 15.4 14.1Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 1.00Lane Grp Cap(c), veh/h 104 0 465 46 0 413 708 785 819 33 907 405V/C Ratio(X) 0.78 0.00 0.89 0.74 0.00 0.03 0.86 0.45 0.45 0.65 0.75 0.70Avail Cap(c_a), veh/h 193 0 703 134 0 650 1044 1006 1050 116 1158 517HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh40.7 0.0 29.7 42.5 0.0 24.2 33.7 17.1 17.1 42.8 30.1 29.6Incr Delay (d2), s/veh 4.6 0.0 7.0 8.5 0.0 0.0 3.6 0.5 0.5 7.7 2.2 3.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.8 0.0 9.0 0.8 0.0 0.2 6.5 4.9 5.1 0.5 6.7 5.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 45.4 0.0 36.7 51.0 0.0 24.2 37.3 17.6 17.6 50.5 32.3 32.9LnGrp LOS D A D D A C D B B D C C Approach Vol, veh/h 496 45 1337 982Approach Delay, s/veh 38.1 44.4 26.6 32.9Approach LOS DDCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.1 45.7 5.8 30.2 22.5 29.3 8.6 27.3Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s5.7 * 50 6.6 38.9 26.5 28.6 9.5 36.0Max Q Clear Time (g_c+I1), s3.0 14.2 3.7 24.0 17.0 17.4 5.9 2.5Green Ext Time (p_c), s 0.0 6.3 0.0 1.7 1.0 5.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 31.0HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 14: Espola Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 266 29 163 11 56 37 639 348 9 7 285 449 Future Volume (veh/h) 266 29 163 11 56 37 639 348 9 7 285 449 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 317 35 194 13 67 44 761 414 11 8 339 535 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 390 397 726 16 114 75 849 992 841 14 568 661 Arrive On Green 0.11 0.21 0.21 0.01 0.11 0.11 0.25 0.53 0.53 0.01 0.30 0.30 Sat Flow, veh/h 3456 1870 1585 1781 1054 692 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 317 35 194 13 0 111 761 414 11 8 339 535Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1746 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 8.3 1.4 7.0 0.7 0.0 5.6 19.6 12.3 0.3 0.4 14.2 27.4Cycle Q Clear(g_c), s 8.3 1.4 7.0 0.7 0.0 5.6 19.6 12.3 0.3 0.4 14.2 27.4Prop In Lane 1.00 1.00 1.00 0.40 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 390 397 726 16 0 189 849 992 841 14 568 661V/C Ratio(X) 0.81 0.09 0.27 0.79 0.00 0.59 0.90 0.42 0.01 0.56 0.60 0.81Avail Cap(c_a), veh/h 465 784 1053 97 0 591 1024 1041 883 97 568 661HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh39.9 29.1 15.4 45.6 0.0 39.1 33.6 13.0 10.2 45.5 27.3 23.6Incr Delay (d2), s/veh 7.6 0.1 0.2 26.2 0.0 3.4 8.2 0.1 0.0 12.0 1.9 7.6Initial 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 0.6 2.5 0.4 0.0 2.5 9.0 4.9 0.1 0.2 6.5 11.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 47.5 29.2 15.7 71.7 0.0 42.5 41.9 13.1 10.2 57.6 29.1 31.3LnGrp LOS D C B E A D D B B E C C Approach Vol, veh/h 546 124 1186 882Approach Delay, s/veh 35.0 45.6 31.5 30.7Approach LOS DDCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.3 26.2 26.1 34.5 14.9 16.6 5.2 55.4Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.0 38.6 27.3 28.0 12.4 31.2 5.0 * 51Max Q Clear Time (g_c+I1), s2.7 9.0 21.6 29.4 10.3 7.6 2.4 14.3Green Ext Time (p_c), s 0.0 1.1 1.0 0.0 0.2 0.7 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 32.6HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 15: Pomerado Rd & Rios Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 3 38 115 20 23 15 561 45 8 920 12 Future Volume (veh/h) 11 3 38 115 20 23 15 561 45 8 920 12 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 11 3 40 120 21 24 16 584 47 8 958 12 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 375 21 285 374 152 174 28 1611 129 15 1711 21 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.02 0.48 0.48 0.01 0.48 0.48 Sat Flow, veh/h 1361 112 1490 1364 796 910 1781 3331 268 1781 3594 45 Grp Volume(v), veh/h 11 0 43 120 0 45 16 311 320 8 474 496Grp Sat Flow(s),veh/h/ln1361 0 1602 1364 0 1707 1781 1777 1822 1781 1777 1862Q Serve(g_s), s 0.3 0.0 1.1 4.0 0.0 1.1 0.4 5.5 5.5 0.2 9.5 9.5Cycle Q Clear(g_c), s 1.4 0.0 1.1 5.1 0.0 1.1 0.4 5.5 5.5 0.2 9.5 9.5Prop In Lane 1.00 0.93 1.00 0.53 1.00 0.15 1.00 0.02Lane Grp Cap(c), veh/h 375 0 306 374 0 326 28 859 881 15 846 887V/C Ratio(X) 0.03 0.00 0.14 0.32 0.00 0.14 0.56 0.36 0.36 0.53 0.56 0.56Avail Cap(c_a), veh/h 945 0 977 965 0 1065 200 1362 1397 200 1387 1454HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh17.3 0.0 16.8 18.9 0.0 16.8 24.3 8.1 8.1 24.6 9.3 9.3Incr Delay (d2), s/veh 0.0 0.0 0.1 0.2 0.0 0.1 6.4 0.3 0.3 10.5 1.1 1.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.4 1.2 0.0 0.4 0.2 1.7 1.7 0.1 3.1 3.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 17.4 0.0 16.8 19.1 0.0 16.8 30.7 8.4 8.4 35.1 10.4 10.4LnGrp LOS B ABBABCAADBB Approach Vol, veh/h 54 165 647 978Approach Delay, s/veh 16.9 18.5 8.9 10.6Approach LOS BBAB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s4.8 29.9 15.1 5.2 29.5 15.1Change Period (Y+Rc), s 4.4 5.8 5.6 4.4 * 5.8 * 5.6Max Green Setting (Gmax), s5.6 38.2 30.4 5.6 * 39 * 31Max Q Clear Time (g_c+I1), s2.2 7.5 3.4 2.4 11.5 7.1Green Ext Time (p_c), s 0.0 5.8 0.1 0.0 12.2 0.3 Intersection Summary HCM 6th Ctrl Delay 10.9HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 16: Pomerado Rd & Higa Pl/Avenida La Valencia HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 3 7 78 5 43 14 565 45 20 1038 7 Future Volume (veh/h) 8 3 7 78 5 43 14 565 45 20 1038 7 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 9 3 8 87 6 48 16 628 50 22 1153 8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 333 60 160 335 249 211 29 1709 136 38 1873 13 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.02 0.51 0.51 0.02 0.52 0.52 Sat Flow, veh/h 1350 451 1203 1404 1870 1585 1781 3334 265 1781 3618 25 Grp Volume(v), veh/h 9 0 11 87 6 48 16 334 344 22 566 595Grp Sat Flow(s),veh/h/ln1350 0 1654 1404 1870 1585 1781 1777 1823 1781 1777 1866Q Serve(g_s), s 0.3 0.0 0.3 2.6 0.1 1.2 0.4 5.2 5.2 0.6 10.4 10.4Cycle Q Clear(g_c), s 0.4 0.0 0.3 2.9 0.1 1.2 0.4 5.2 5.2 0.6 10.4 10.4Prop In Lane 1.00 0.73 1.00 1.00 1.00 0.15 1.00 0.01Lane Grp Cap(c), veh/h 333 0 220 335 249 211 29 911 934 38 920 966V/C Ratio(X) 0.03 0.00 0.05 0.26 0.02 0.23 0.56 0.37 0.37 0.58 0.62 0.62Avail Cap(c_a), veh/h 1068 0 1121 1100 1267 1074 210 1467 1505 221 1490 1565HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh17.5 0.0 17.4 18.6 17.3 17.8 22.4 6.7 6.7 22.3 7.8 7.8Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 0.2 6.2 0.3 0.3 5.1 0.9 0.8Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.1 0.8 0.0 0.4 0.2 1.4 1.5 0.3 2.9 3.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 17.5 0.0 17.4 18.8 17.3 18.0 28.6 7.0 7.0 27.4 8.7 8.7LnGrp LOS B ABBBBCAACAA Approach Vol, veh/h 20 141 694 1183Approach Delay, s/veh 17.4 18.5 7.5 9.0Approach LOS BBAA Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.4 29.5 11.0 5.1 29.8 11.0Change Period (Y+Rc), s 4.4 6.0 4.9 4.4 * 6 4.9Max Green Setting (Gmax), s5.7 37.9 31.1 5.4 * 39 31.1Max Q Clear Time (g_c+I1), s2.6 7.2 2.4 2.4 12.4 4.9Green Ext Time (p_c), s 0.0 6.3 0.0 0.0 11.4 0.2 Intersection Summary HCM 6th Ctrl Delay 9.3HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 17: Pomerado Rd & Stone Canyon Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 34 8 16 200 5 28 13 568 175 21 1117 32 Future Volume (veh/h) 34 8 16 200 5 28 13 568 175 21 1117 32 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 37 9 17 217 5 30 14 617 190 23 1214 35 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 79 11 606 87 0 606 24 1097 337 35 1469 42 Arrive On Green 0.38 0.38 0.38 0.38 0.38 0.38 0.01 0.41 0.41 0.02 0.42 0.42 Sat Flow, veh/h 0 29 1585 0 0 1585 1781 2676 823 1781 3527 102 Grp Volume(v), veh/h 46 0 17 222 0 30 14 409 398 23 611 638Grp Sat Flow(s),veh/h/ln 29 0 1585 0 0 1585 1781 1777 1722 1781 1777 1852Q Serve(g_s), s 0.0 0.0 0.5 0.0 0.0 1.0 0.6 14.5 14.5 1.1 25.1 25.1Cycle Q Clear(g_c), s 31.3 0.0 0.5 31.3 0.0 1.0 0.6 14.5 14.5 1.1 25.1 25.1Prop In Lane 0.80 1.00 0.98 1.00 1.00 0.48 1.00 0.05Lane Grp Cap(c), veh/h 90 0 606 87 0 606 24 729 706 35 740 772V/C Ratio(X) 0.51 0.00 0.03 2.55 0.00 0.05 0.59 0.56 0.56 0.65 0.83 0.83Avail Cap(c_a), veh/h 90 0 606 87 0 606 113 820 795 122 835 870HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh33.5 0.0 15.8 41.0 0.0 15.9 40.2 18.5 18.5 39.9 21.3 21.3Incr Delay (d2), s/veh 2.0 0.0 0.0 732.0 0.0 0.0 8.4 0.9 0.9 7.2 6.4 6.2Initial 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 0.0 0.2 19.4 0.0 0.3 0.3 5.8 5.6 0.5 11.0 11.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 35.4 0.0 15.8 773.0 0.0 16.0 48.6 19.4 19.5 47.1 27.7 27.5LnGrp LOS D A B F A B D B B D C C Approach Vol, veh/h 63 252 821 1272Approach Delay, s/veh 30.1 682.9 20.0 27.9Approach LOS C F B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.0 39.6 36.3 5.5 40.1 36.3Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 * 5Max Green Setting (Gmax), s5.6 37.8 31.2 5.2 * 39 * 31Max Q Clear Time (g_c+I1), s3.1 16.5 33.3 2.6 27.1 33.3Green Ext Time (p_c), s 0.0 7.0 0.0 0.0 7.0 0.0 Intersection Summary HCM 6th Ctrl Delay 93.8HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 271 5 273 0 0 6 200 567 10 8 967 417 Future Volume (veh/h) 271 5 273 0 0 6 200 567 10 8 967 417 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 402 0 206 0 0 7 225 637 11 9 1087 469 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 552 0 246 0 0 8 255 2241 39 16 1201 505 Arrive On Green 0.16 0.00 0.16 0.00 0.00 0.01 0.14 0.63 0.63 0.01 0.49 0.49 Sat Flow, veh/h 3563 0 1585 0 0 1585 1781 3574 62 1781 2438 1025 Grp Volume(v), veh/h 402 0 206 0 0 7 225 317 331 9 784 772Grp Sat Flow(s),veh/h/ln1781 0 1585 0 0 1585 1781 1777 1859 1781 1777 1686Q Serve(g_s), s 11.1 0.0 13.1 0.0 0.0 0.5 12.8 8.4 8.4 0.5 41.5 44.3Cycle Q Clear(g_c), s 11.1 0.0 13.1 0.0 0.0 0.5 12.8 8.4 8.4 0.5 41.5 44.3Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.03 1.00 0.61Lane Grp Cap(c), veh/h 552 0 246 0 0 8 255 1114 1166 16 875 830V/C Ratio(X) 0.73 0.00 0.84 0.00 0.00 0.84 0.88 0.28 0.28 0.57 0.90 0.93Avail Cap(c_a), veh/h 895 0 398 0 0 92 275 1114 1166 88 881 836HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh41.6 0.0 42.5 0.0 0.0 51.4 43.5 8.8 8.8 51.1 23.9 24.6Incr Delay (d2), s/veh 0.7 0.0 4.0 0.0 0.0 100.3 23.9 0.3 0.3 11.7 12.6 17.2Initial 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/ln4.9 0.0 5.3 0.0 0.0 0.4 7.3 3.1 3.3 0.3 19.5 20.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 42.3 0.0 46.5 0.0 0.0 151.7 67.4 9.1 9.1 62.8 36.5 41.8LnGrp LOS D A D A A F EAAEDD Approach Vol, veh/h 608 7 873 1565Approach Delay, s/veh 43.8 151.7 24.1 39.2Approach LOS D F C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.3 71.0 22.6 19.2 57.1 4.5Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s5.1 61.8 26.0 16.0 * 51 6.0Max Q Clear Time (g_c+I1), s2.5 10.4 15.1 14.8 46.3 2.5Green Ext Time (p_c), s 0.0 10.6 1.0 0.0 4.6 0.0 Intersection Summary HCM 6th Ctrl Delay 36.1HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 19: Pomerado Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 223 884 318 13 1068 360 384 585 8 327 614 294 Future Volume (veh/h) 223 884 318 13 1068 360 384 585 8 327 614 294 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 232 921 331 14 1112 375 400 609 8 341 640 0 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 304 1665 597 17 1319 588 477 835 11 415 763 Arrive On Green 0.09 0.45 0.45 0.01 0.37 0.37 0.14 0.23 0.23 0.12 0.21 0.00 Sat Flow, veh/h 3456 3706 1329 1781 3554 1585 3456 3592 47 3456 3554 1585 Grp Volume(v), veh/h 232 846 406 14 1112 375 400 301 316 341 640 0Grp Sat Flow(s),veh/h/ln1728 1702 1631 1781 1777 1585 1728 1777 1862 1728 1777 1585Q Serve(g_s), s 6.3 17.4 17.5 0.7 27.4 18.6 10.8 15.0 15.0 9.2 16.5 0.0Cycle Q Clear(g_c), s 6.3 17.4 17.5 0.7 27.4 18.6 10.8 15.0 15.0 9.2 16.5 0.0Prop In Lane 1.00 0.81 1.00 1.00 1.00 0.03 1.00 1.00Lane Grp Cap(c), veh/h 304 1529 733 17 1319 588 477 413 433 415 763V/C Ratio(X) 0.76 0.55 0.55 0.81 0.84 0.64 0.84 0.73 0.73 0.82 0.84Avail Cap(c_a), veh/h 416 1871 897 93 1712 763 633 549 575 543 1005HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh42.6 19.3 19.3 47.2 27.5 24.7 40.1 33.9 33.9 41.0 35.9 0.0Incr Delay (d2), s/veh 3.5 0.1 0.2 26.6 2.5 0.4 5.9 2.0 1.9 5.9 3.9 0.0Initial 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 6.6 6.4 0.5 11.6 6.8 4.9 6.6 6.9 4.2 7.4 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 46.1 19.4 19.5 73.8 30.0 25.2 46.0 35.8 35.8 46.9 39.8 0.0LnGrp LOS D B B E CCDDDDD Approach Vol, veh/h 1484 1501 1017 981 AApproach Delay, s/veh 23.6 29.2 39.8 42.3Approach LOS CCDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.4 47.4 17.7 25.0 12.9 39.9 16.0 26.7Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.0 52.5 17.5 27.0 11.5 46.0 15.0 29.5Max Q Clear Time (g_c+I1), s2.7 19.5 12.8 18.5 8.3 29.4 11.2 17.0Green Ext Time (p_c), s 0.0 7.0 0.4 2.0 0.1 6.1 0.3 2.1 Intersection Summary HCM 6th Ctrl Delay 32.3HCM 6th LOS C Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 20: Del Norte/Avenida Florencia & Avenida La Valencia HCM 6th AWSC 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_AM.syn Intersection Intersection Delay, s/veh 7.6Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 14 29 6 3 83 5 12 12 2 1 21 27Future Vol, veh/h 14 29 6 3 83 5 12 12 2 1 21 27Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Heavy Vehicles, % 2 22222222222Mvmt Flow 16 33 7 3 95 6 14 14 2 1 24 31Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 7.5 7.7 7.6 7.3HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 46% 29% 3% 2%Vol Thru, % 46% 59% 91% 43%Vol Right, % 8% 12% 5% 55%Sign Control Stop Stop Stop StopTraffic Vol by Lane 26 49 91 49LT Vol 12 14 3 1Through Vol 12 29 83 21RT Vol 2 6 5 27Lane Flow Rate 30 56 105 56Geometry Grp 1111Degree of Util (X) 0.036 0.065 0.119 0.061Departure Headway (Hd) 4.302 4.148 4.101 3.908Convergence, Y/N Yes Yes Yes YesCap 820 856 868 902Service Time 2.392 2.211 2.153 1.995HCM Lane V/C Ratio 0.037 0.065 0.121 0.062HCM Control Delay 7.6 7.5 7.7 7.3HCM Lane LOS AAAAHCM 95th-tile Q 0.1 0.2 0.4 0.2 21: Stone Canyon Rd & Del Norte HCM 6th AWSC 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_AM.syn Intersection Intersection Delay, s/veh 9.1Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 16 176 0 0 189 11104017Future Vol, veh/h 16 176 0 0 189 11104017Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72Heavy Vehicles, % 2 22222222222Mvmt Flow 22 244 0 0 263 11106024Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 9.2 9.2 8.2 7.8HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 50% 8% 0% 19%Vol Thru, % 50% 92% 99% 0%Vol Right, % 0% 0% 1% 81%Sign Control Stop Stop Stop StopTraffic Vol by Lane 2 192 190 21LT Vol 1 16 0 4Through Vol 1 176 189 0RT Vol 0 0 1 17Lane Flow Rate 3 267 264 29Geometry Grp 1111Degree of Util (X) 0.004 0.311 0.307 0.038Departure Headway (Hd) 5.223 4.204 4.186 4.632Convergence, Y/N Yes Yes Yes YesCap 689 843 844 778Service Time 3.226 2.294 2.278 2.632HCM Lane V/C Ratio 0.004 0.317 0.313 0.037HCM Control Delay 8.2 9.2 9.2 7.8HCM Lane LOS AAAAHCM 95th-tile Q 0 1.3 1.3 0.1 22: Martincoit Rd & Stone Canyon Rd HCM 6th AWSC 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_AM.syn Intersection Intersection Delay, s/veh 9.5Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 154 20 49 39 29 117Future Vol, veh/h 154 20 49 39 29 117Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67Heavy Vehicles, % 2 22222Mvmt Flow 230 30 73 58 43 175Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 10.4 9.1 8.8HCM LOS B A A Lane NBLn1EBLn1SBLn1 Vol Left, % 56% 89% 0%Vol Thru, % 44% 0% 20%Vol Right, % 0% 11% 80%Sign Control Stop Stop StopTraffic Vol by Lane 88 174 146LT Vol 49 154 0Through Vol 39 0 29RT Vol 0 20 117Lane Flow Rate 131 260 218Geometry Grp 1 1 1Degree of Util (X) 0.18 0.348 0.259Departure Headway (Hd) 4.942 4.823 4.275Convergence, Y/N Yes Yes YesCap 724 743 839Service Time 2.987 2.869 2.312HCM Lane V/C Ratio 0.181 0.35 0.26HCM Control Delay 9.1 10.4 8.8HCM Lane LOS A B AHCM 95th-tile Q 0.7 1.6 1 1: Rancho Bernardo Rd & I-15 SB off-ramp HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1601 824 0 1024 499 0 0 0 304 0 505 Future Volume (veh/h) 0 1601 824 0 1024 499 0 0 0 304 0 505 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1685 867 0 1078 525 320 0 532 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 202 Cap, veh/h 718 3018 937 293 1799 558 396 0 1444 Arrive On Green 0.00 0.59 0.59 0.00 0.70 0.70 0.11 0.00 0.11 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 1685 867 0 1078 525 320 0 532Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 28.2 69.1 0.0 15.1 40.6 12.7 0.0 0.0Cycle Q Clear(g_c), s 0.0 28.2 69.1 0.0 15.1 40.6 12.7 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 718 3018 937 293 1799 558 396 0 1444V/C Ratio(X) 0.00 0.56 0.93 0.00 0.60 0.94 0.81 0.00 0.37Avail Cap(c_a), veh/h 718 3468 1077 293 2830 879 565 0 1581HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 0.00 1.00 1.00 0.00 0.87 0.87 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 17.5 25.8 0.0 15.6 19.4 60.5 0.0 20.1Incr Delay (d2), s/veh 0.0 0.8 16.1 0.0 1.3 23.5 3.7 0.0 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.0 10.6 27.8 0.0 4.2 11.1 5.7 0.0 10.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 18.2 41.9 0.0 16.9 42.9 64.2 0.0 20.2LnGrp LOS A B D A B D E A C Approach Vol, veh/h 2552 1603 852Approach Delay, s/veh 26.3 25.4 36.7Approach LOS C C D Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 28.7 89.2 22.1 62.1 55.7Change Period (Y+Rc), s 5.7 * 6.4 6.1 5.7 * 6.4Max Green Setting (Gmax), s 5.0 * 95 22.9 21.3 * 78Max Q Clear Time (g_c+I1), s 0.0 71.1 14.7 0.0 42.6Green Ext Time (p_c), s 0.0 11.6 1.4 0.0 6.8 Intersection Summary HCM 6th Ctrl Delay 27.8HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2: I-15 NB off-ramp & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1097 808 0 952 484 571 0 496 0 0 0 Future Volume (veh/h) 0 1097 808 0 952 484 571 0 496 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1131 833 0 981 499 589 0 511 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222202 Cap, veh/h 131 2334 725 392 3082 957 667 0 1152 Arrive On Green 0.00 0.91 0.91 0.00 0.60 0.60 0.19 0.00 0.19 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 1131 833 0 981 499 589 0 511Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 4.8 64.0 0.0 13.2 25.5 23.2 0.0 0.0Cycle Q Clear(g_c), s 0.0 4.8 64.0 0.0 13.2 25.5 23.2 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 131 2334 725 392 3082 957 667 0 1152V/C Ratio(X) 0.00 0.48 1.15 0.00 0.32 0.52 0.88 0.00 0.44Avail Cap(c_a), veh/h 131 2334 725 392 3082 957 827 0 1281HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.88 0.88 0.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 3.5 6.0 0.0 13.6 16.1 55.0 0.0 29.5Incr Delay (d2), s/veh 0.0 0.6 81.2 0.0 0.3 2.0 8.3 0.0 0.1Initial 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 1.2 18.5 0.0 5.0 9.3 10.7 0.0 6.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 4.1 87.2 0.0 13.9 18.1 63.2 0.0 29.6LnGrp LOS A A F ABBEAC Approach Vol, veh/h 1964 1480 1100Approach Delay, s/veh 39.4 15.3 47.6Approach LOS D B D Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s36.5 70.4 16.0 90.9 33.1Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4 6.1Max Green Setting (Gmax), s24.3 * 64 5.0 * 85 33.5Max Q Clear Time (g_c+I1), s0.0 66.0 0.0 27.5 25.2Green Ext Time (p_c), s 0.0 0.0 0.0 6.1 1.8 Intersection Summary HCM 6th Ctrl Delay 33.5HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 3: Bernardo Center Dr & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 304 876 383 124 650 138 488 437 232 177 252 265 Future Volume (veh/h) 304 876 383 124 650 138 488 437 232 177 252 265 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 317 912 399 129 677 144 508 455 242 184 262 276 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 393 1315 557 196 869 185 579 631 333 260 670 473 Arrive On Green 0.11 0.35 0.35 0.06 0.30 0.30 0.17 0.28 0.28 0.08 0.19 0.19 Sat Flow, veh/h 3563 3741 1585 3456 2916 620 3456 2247 1186 3456 3554 1585 Grp Volume(v), veh/h 317 912 399 129 412 409 508 359 338 184 262 276Grp Sat Flow(s),veh/h/ln1781 1870 1585 1728 1777 1759 1728 1777 1657 1728 1777 1585Q Serve(g_s), s 7.7 18.5 19.3 3.2 18.8 18.8 12.7 16.2 16.3 4.6 5.7 13.1Cycle Q Clear(g_c), s 7.7 18.5 19.3 3.2 18.8 18.8 12.7 16.2 16.3 4.6 5.7 13.1Prop In Lane 1.00 1.00 1.00 0.35 1.00 0.72 1.00 1.00Lane Grp Cap(c), veh/h 393 1315 557 196 530 524 579 499 465 260 670 473V/C Ratio(X) 0.81 0.69 0.72 0.66 0.78 0.78 0.88 0.72 0.73 0.71 0.39 0.58Avail Cap(c_a), veh/h 426 1591 674 226 677 671 608 896 835 448 1603 890HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh38.5 24.7 24.9 41.0 28.4 28.5 36.0 28.7 28.8 40.0 31.5 26.4Incr Delay (d2), s/veh 9.2 1.3 3.5 3.6 3.2 3.3 12.6 0.7 0.8 1.3 0.1 0.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln3.8 8.1 7.5 1.5 8.2 8.2 6.3 6.8 6.4 2.0 2.4 4.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 47.7 25.9 28.4 44.6 31.7 31.8 48.6 29.5 29.6 41.4 31.7 26.8LnGrp LOS D CCDCCDCCDCC Approach Vol, veh/h 1628 950 1205 722Approach Delay, s/veh 30.8 33.5 37.6 32.3Approach LOS CCDC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s9.4 37.4 19.3 22.6 14.2 32.6 11.1 30.8Change Period (Y+Rc), s 4.4 6.2 4.4 5.9 4.4 * 6.2 4.4 * 5.9Max Green Setting (Gmax), s5.8 37.7 15.6 40.0 10.6 * 34 11.5 * 45Max Q Clear Time (g_c+I1), s5.2 21.3 14.7 15.1 9.7 20.8 6.6 18.3Green Ext Time (p_c), s 0.0 9.8 0.1 1.6 0.1 3.0 0.1 3.1 Intersection Summary HCM 6th Ctrl Delay 33.4HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 4: Pomerado Rd & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 275 636 178 140 443 300 262 809 102 229 302 189 Future Volume (veh/h) 275 636 178 140 443 300 262 809 102 229 302 189 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 286 662 185 146 461 312 273 843 106 239 315 197 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 317 810 226 176 768 343 336 1008 127 303 662 404 Arrive On Green 0.18 0.30 0.30 0.10 0.22 0.22 0.10 0.32 0.32 0.09 0.31 0.31 Sat Flow, veh/h 1781 2743 766 1781 3554 1585 3456 3176 399 3456 2120 1295 Grp Volume(v), veh/h 286 429 418 146 461 312 273 472 477 239 263 249Grp Sat Flow(s),veh/h/ln1781 1777 1732 1781 1777 1585 1728 1777 1798 1728 1777 1637Q Serve(g_s), s 16.1 22.9 23.0 8.2 12.0 14.7 7.9 25.3 25.3 6.9 12.2 12.6Cycle Q Clear(g_c), s 16.1 22.9 23.0 8.2 12.0 14.7 7.9 25.3 25.3 6.9 12.2 12.6Prop In Lane 1.00 0.44 1.00 1.00 1.00 0.22 1.00 0.79Lane Grp Cap(c), veh/h 317 524 511 176 768 343 336 564 571 303 555 511V/C Ratio(X) 0.90 0.82 0.82 0.83 0.60 0.91 0.81 0.84 0.84 0.79 0.47 0.49Avail Cap(c_a), veh/h 358 720 702 237 1183 528 358 626 634 324 600 553HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh41.2 33.5 33.5 45.3 36.1 21.9 45.3 32.5 32.5 45.8 28.4 28.6Incr Delay (d2), s/veh 22.0 5.6 5.8 12.6 0.8 14.4 11.5 9.9 9.8 10.4 1.0 1.1Initial 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 10.2 10.0 4.2 5.1 6.5 3.8 11.9 12.0 3.3 5.1 4.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 63.3 39.1 39.3 57.8 36.9 36.3 56.8 42.4 42.3 56.2 29.4 29.7LnGrp LOS E D D E D D E D D E C C Approach Vol, veh/h 1133 919 1222 751Approach Delay, s/veh 45.3 40.1 45.6 38.0Approach LOS DDDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s14.5 36.1 14.4 37.4 22.6 28.0 14.4 37.4Change Period (Y+Rc), s 4.4 * 5.9 4.4 5.4 4.4 5.9 5.4 * 4.9Max Green Setting (Gmax), s13.6 * 42 10.6 34.6 20.6 34.1 9.6 * 36Max Q Clear Time (g_c+I1), s10.2 25.0 9.9 14.6 18.1 16.7 8.9 27.3Green Ext Time (p_c), s 0.1 5.2 0.0 4.3 0.1 3.9 0.0 5.2 Intersection Summary HCM 6th Ctrl Delay 42.8HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_PM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1026 22 15 858 18 11 Future Volume (veh/h) 1026 22 15 858 18 11 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1091 23 16 913 19 11 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 1.00 Percent Heavy Veh, % 2 22222 Cap, veh/h 1964 41 29 2461 51 46 Arrive On Green 0.55 0.55 0.02 0.69 0.03 0.03 Sat Flow, veh/h 3652 75 1781 3647 1781 1585 Grp Volume(v), veh/h 545 569 16 913 19 11Grp Sat Flow(s),veh/h/ln1777 1857 1781 1777 1781 1585Q Serve(g_s), s 7.2 7.2 0.3 3.9 0.4 0.2Cycle Q Clear(g_c), s 7.2 7.2 0.3 3.9 0.4 0.2Prop In Lane 0.04 1.00 1.00 1.00Lane Grp Cap(c), veh/h 981 1025 29 2461 51 46V/C Ratio(X) 0.56 0.56 0.55 0.37 0.37 0.24Avail Cap(c_a), veh/h 2574 2690 320 6228 1298 1155HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 5.2 5.2 17.7 2.3 17.3 17.2Incr Delay (d2), s/veh 0.6 0.6 5.8 0.1 1.7 1.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.1 1.1 0.2 0.0 0.2 0.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 5.8 5.8 23.5 2.4 18.9 18.2LnGrp LOS A A C A B B Approach Vol, veh/h 1114 929 30Approach Delay, s/veh 5.8 2.8 18.7Approach LOS A A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s5.1 25.5 30.6 5.6Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s6.5 52.5 63.5 26.4Max Q Clear Time (g_c+I1), s2.3 9.2 5.9 2.4Green Ext Time (p_c), s 0.0 10.8 9.3 0.0 Intersection Summary HCM 6th Ctrl Delay 4.6HCM 6th LOS A 6: Avenida Florencia & Espola Rd HCM 6th TWSC 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_PM.syn Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 965 24 30 834 18 35Future Vol, veh/h 965 24 30 834 18 35Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 22222Mvmt Flow 1016 25 32 878 19 37 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1041 0 1519 508 Stage 1 - - - - 1016 - Stage 2 - - - - 503 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 664 - 110 510 Stage 1 - - - - 310 - Stage 2 - - - - 573 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 664 - 105 510Mov Cap-2 Maneuver - - - - 217 - Stage 1 - - - - 295 - Stage 2 - - - - 573 - Approach EB WB NB HCM Control Delay, s 0 0.4 17.2HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 350 - - 664 -HCM Lane V/C Ratio 0.159 - - 0.048 -HCM Control Delay (s) 17.2 - - 10.7 -HCM Lane LOS C - - B -HCM 95th %tile Q(veh) 0.6 - - 0.1 - 7: Valle Verde Rd & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 286 688 19 16 596 68 16 12 9 53 7 246 Future Volume (veh/h) 286 688 19 16 596 68 16 12 9 53 7 246 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 301 724 20 17 627 72 17 13 9 56 7 259 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 357 1651 46 44 937 107 24 18 13 292 307 577 Arrive On Green 0.20 0.47 0.47 0.02 0.29 0.29 0.03 0.03 0.03 0.16 0.16 0.16 Sat Flow, veh/h 1781 3532 98 1781 3213 368 767 586 406 1781 1870 1585 Grp Volume(v), veh/h 301 364 380 17 346 353 39 0 0 56 7 259Grp Sat Flow(s),veh/h/ln 1781 1777 1853 1781 1777 1804 1759 0 0 1781 1870 1585Q Serve(g_s), s 10.2 8.6 8.6 0.6 10.7 10.7 1.4 0.0 0.0 1.7 0.2 7.8Cycle Q Clear(g_c), s 10.2 8.6 8.6 0.6 10.7 10.7 1.4 0.0 0.0 1.7 0.2 7.8Prop In Lane 1.00 0.05 1.00 0.20 0.44 0.23 1.00 1.00Lane Grp Cap(c), veh/h 357 831 866 44 518 526 55 0 0 292 307 577V/C Ratio(X) 0.84 0.44 0.44 0.39 0.67 0.67 0.70 0.00 0.00 0.19 0.02 0.45Avail Cap(c_a), veh/h 925 1753 1828 197 1028 1043 620 0 0 856 899 1079HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 24.0 11.1 11.1 30.0 19.4 19.5 29.9 0.0 0.0 22.5 21.9 15.1Incr Delay (d2), s/veh 2.1 0.4 0.4 2.1 1.8 1.8 17.8 0.0 0.0 0.1 0.0 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 4.2 3.0 3.1 0.3 4.3 4.4 0.8 0.0 0.0 0.7 0.1 2.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 26.1 11.6 11.6 32.1 21.2 21.2 47.7 0.0 0.0 22.6 21.9 15.3LnGrp LOS C B B CCCDAACCB Approach Vol, veh/h 1045 716 39 322Approach Delay, s/veh 15.8 21.5 47.7 16.7Approach LOS B C D B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.1 35.7 15.5 16.1 24.7 6.1Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 61.6 * 30 32.4 36.1 22.0Max Q Clear Time (g_c+I1), s 2.6 10.6 9.8 12.2 12.7 3.4Green Ext Time (p_c), s 0.0 6.8 0.5 0.4 5.5 0.1 Intersection Summary HCM 6th Ctrl Delay 18.4HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8: Valle Verde Rd & St Andrews Dr HCM 6th TWSC 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_PM.syn Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 2 2 28 56 3 2 23 257 84 1 230 6Future Vol, veh/h 2 2 28 56 3 2 23 257 84 1 230 6Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91Heavy Vehicles, % 2 22222222222Mvmt Flow 2 2 31 62 3 2 25 282 92 1 253 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 636 679 253 607 594 282 260 0 0 374 0 0 Stage 1 255 255 - 332 332 ------- Stage 2 381 424 - 275 262 -------Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -Pot Cap-1 Maneuver 391 374 786 408 418 757 1304 - - 1184 - - Stage 1 749 696 - 681 644 ------- Stage 2 641 587 - 731 691 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 382 367 786 384 410 757 1304 - - 1184 - -Mov Cap-2 Maneuver 382 367 - 384 410 ------- Stage 1 735 695 - 668 632 ------- Stage 2 624 576 - 700 690 ------- Approach EB WB NB SB HCM Control Delay, s 10.4 16 0.5 0HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1304 - - 374 786 385 757 1184 - -HCM Lane V/C Ratio 0.019 - - 0.012 0.039 0.168 0.003 0.001 - -HCM Control Delay (s) 7.8 - - 14.7 9.8 16.2 9.8 8 - -HCM Lane LOS A - - B A C A A - -HCM 95th %tile Q(veh) 0.1 - - 0 0.1 0.6 0 0 - - 9: Martincoit Rd & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_PM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 702 46 20 608 69 36 Future Volume (veh/h) 702 46 20 608 69 36 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 739 48 21 640 73 38 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 Cap, veh/h 1381 90 38 1912 207 218 Arrive On Green 0.41 0.41 0.02 0.54 0.12 0.12 Sat Flow, veh/h 3481 220 1781 3647 1781 1585 Grp Volume(v), veh/h 387 400 21 640 73 38Grp Sat Flow(s),veh/h/ln 1777 1831 1781 1777 1781 1585Q Serve(g_s), s 5.4 5.5 0.4 3.3 1.2 0.7Cycle Q Clear(g_c), s 5.4 5.5 0.4 3.3 1.2 0.7Prop In Lane 0.12 1.00 1.00 1.00Lane Grp Cap(c), veh/h 725 747 38 1912 207 218V/C Ratio(X) 0.53 0.54 0.56 0.33 0.35 0.17Avail Cap(c_a), veh/h 2075 2137 400 5334 1572 1432HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 7.4 7.4 16.0 4.3 13.4 12.6Incr Delay (d2), s/veh 0.7 0.7 4.7 0.1 0.4 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.1 1.1 0.2 0.3 0.4 0.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 8.1 8.1 20.6 4.4 13.8 12.7LnGrp LOS A A C A B B Approach Vol, veh/h 787 661 111Approach Delay, s/veh 8.1 4.9 13.4Approach LOS A A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 4.3 19.9 24.2 8.7Change Period (Y+Rc), s 3.6 6.5 6.5 4.9Max Green Setting (Gmax), s 7.4 38.5 49.5 29.1Max Q Clear Time (g_c+I1), s 2.4 7.5 5.3 3.2Green Ext Time (p_c), s 0.0 6.0 5.5 0.1 Intersection Summary HCM 6th Ctrl Delay 7.1HCM 6th LOS A 10: Espola Rd & Cloudcroft Dr HCM 6th TWSC 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_PM.syn Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 44 694 589 18 13 27Future Vol, veh/h 44 694 589 18 13 27Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 94 94 94 94 94 94Heavy Vehicles, % 2 22222Mvmt Flow 47 738 627 19 14 29 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 646 0 - 0 1469 323 Stage 1 - - - - 637 - Stage 2 - - - - 832 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 937 - - - 129 673 Stage 1 - - - - 490 - Stage 2 - - - - 426 -Platoon blocked, % - - -Mov Cap-1 Maneuver 937 - - - 123 673Mov Cap-2 Maneuver - - - - 246 - Stage 1 - - - - 466 - Stage 2 - - - - 426 - Approach EB WB SB HCM Control Delay, s 0.5 0 14.3HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 937 - - - 430HCM Lane V/C Ratio 0.05 - - - 0.099HCM Control Delay (s) 9 - - - 14.3HCM Lane LOS A - - - BHCM 95th %tile Q(veh) 0.2 - - - 0.3 11: Old Coach Rd & Espola Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 61 639 30 0 544 15 14 0 0 16 1 74 Future Volume (veh/h) 61 639 30 0 544 15 14 0 0 16 1 74 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 68 710 33 0 604 17 16 0 0 18 1 82 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 99 1831 85 5 1259 35 29 133 0 33 1 115 Arrive On Green 0.06 0.53 0.53 0.00 0.36 0.36 0.02 0.00 0.00 0.02 0.07 0.07 Sat Flow, veh/h 1781 3458 161 1781 3530 99 1781 1870 0 1781 19 1569 Grp Volume(v), veh/h 68 365 378 0 304 317 16 0 0 18 0 83Grp Sat Flow(s),veh/h/ln 1781 1777 1841 1781 1777 1852 1781 1870 0 1781 0 1588Q Serve(g_s), s 1.3 4.1 4.2 0.0 4.5 4.5 0.3 0.0 0.0 0.3 0.0 1.7Cycle Q Clear(g_c), s 1.3 4.1 4.2 0.0 4.5 4.5 0.3 0.0 0.0 0.3 0.0 1.7Prop In Lane 1.00 0.09 1.00 0.05 1.00 0.00 1.00 0.99Lane Grp Cap(c), veh/h 99 941 975 5 634 661 29 133 0 33 0 116V/C Ratio(X) 0.69 0.39 0.39 0.00 0.48 0.48 0.54 0.00 0.00 0.55 0.00 0.71Avail Cap(c_a), veh/h 626 1952 2023 287 1614 1682 313 1315 0 313 0 1116HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00Uniform Delay (d), s/veh 15.8 4.8 4.8 0.0 8.5 8.5 16.7 0.0 0.0 16.6 0.0 15.5Incr Delay (d2), s/veh 3.1 0.4 0.4 0.0 0.8 0.8 5.7 0.0 0.0 5.2 0.0 5.9Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.5 0.8 0.8 0.0 1.3 1.4 0.2 0.0 0.0 0.2 0.0 0.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 18.9 5.1 5.1 0.0 9.3 9.3 22.4 0.0 0.0 21.9 0.0 21.4LnGrp LOS BAAAAACAACAC Approach Vol, veh/h 811 621 16 101Approach Delay, s/veh 6.3 9.3 22.4 21.5Approach LOS A A C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 0.0 23.1 4.6 6.5 5.9 17.2 4.6 6.4Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 4.0 5.0 4.0 4.0Max Green Setting (Gmax), s 5.5 37.5 6.0 24.0 12.0 31.0 6.0 24.0Max Q Clear Time (g_c+I1), s 0.0 6.2 2.3 3.7 3.3 6.5 2.3 0.0Green Ext Time (p_c), s 0.0 7.6 0.0 0.3 0.0 5.6 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 8.7HCM 6th LOS A 12: Espola Rd & Lake Poway Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 35 2 11 54 5 42 19 471 13 6 576 28 Future Volume (veh/h) 35 2 11 54 5 42 19 471 13 6 576 28 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 36 2 11 56 5 44 20 491 14 6 600 29 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 73 10 57 109 10 105 165 1049 30 166 1027 50 Arrive On Green 0.04 0.04 0.04 0.07 0.07 0.07 0.09 0.30 0.30 0.09 0.30 0.30 Sat Flow, veh/h 1781 250 1373 1642 147 1585 1781 3529 100 1781 3451 167 Grp Volume(v), veh/h 36 0 13 61 0 44 20 247 258 6 309 320Grp Sat Flow(s),veh/h/ln1781 0 1623 1788 0 1585 1781 1777 1852 1781 1777 1840Q Serve(g_s), s 0.9 0.0 0.3 1.4 0.0 1.1 0.4 4.9 4.9 0.1 6.4 6.4Cycle Q Clear(g_c), s 0.9 0.0 0.3 1.4 0.0 1.1 0.4 4.9 4.9 0.1 6.4 6.4Prop In Lane 1.00 0.85 0.92 1.00 1.00 0.05 1.00 0.09Lane Grp Cap(c), veh/h 73 0 67 119 0 105 165 528 551 166 529 547V/C Ratio(X) 0.49 0.00 0.19 0.51 0.00 0.42 0.12 0.47 0.47 0.04 0.58 0.59Avail Cap(c_a), veh/h 1122 0 1022 1085 0 962 749 1123 1171 745 1119 1159HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh20.2 0.0 19.9 19.4 0.0 19.3 17.9 12.3 12.3 17.8 12.8 12.9Incr Delay (d2), s/veh 1.9 0.0 0.5 3.4 0.0 2.6 0.1 0.8 0.7 0.0 1.2 1.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.4 0.0 0.1 0.6 0.0 0.4 0.2 1.7 1.8 0.0 2.2 2.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 22.1 0.0 20.5 22.8 0.0 21.9 18.0 13.1 13.1 17.8 14.1 14.1LnGrp LOS C A C C A C BBBBBB Approach Vol, veh/h 49 105 525 635Approach Delay, s/veh 21.6 22.4 13.3 14.1Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s8.5 19.7 7.1 8.5 19.7 7.8Change Period (Y+Rc), s 4.5 6.9 * 5.3 4.5 6.9 4.9Max Green Setting (Gmax), s18.0 27.2 * 27 18.1 27.1 26.1Max Q Clear Time (g_c+I1), s2.1 6.9 2.9 2.4 8.4 3.4Green Ext Time (p_c), s 0.0 3.5 0.1 0.0 4.4 0.4 Intersection Summary HCM 6th Ctrl Delay 14.7HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 13: Espola Rd & Titan Wy/Eden Grove HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 36 1 91 9 3 5 108 511 11 9 639 69 Future Volume (veh/h) 36 1 91 9 3 5 108 511 11 9 639 69 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 40 1 102 10 3 6 121 574 12 10 718 78 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 63 2 156 19 41 83 244 1544 32 19 1328 592 Arrive On Green 0.04 0.10 0.10 0.01 0.07 0.07 0.07 0.43 0.43 0.01 0.37 0.37 Sat Flow, veh/h 1781 15 1572 1781 557 1113 3456 3559 74 1781 3554 1585 Grp Volume(v), veh/h 40 0 103 10 0 9 121 286 300 10 718 78Grp Sat Flow(s),veh/h/ln1781 0 1587 1781 0 1670 1728 1777 1857 1781 1777 1585Q Serve(g_s), s 1.0 0.0 2.7 0.2 0.0 0.2 1.5 4.7 4.7 0.2 6.9 1.4Cycle Q Clear(g_c), s 1.0 0.0 2.7 0.2 0.0 0.2 1.5 4.7 4.7 0.2 6.9 1.4Prop In Lane 1.00 0.99 1.00 0.67 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 63 0 157 19 0 124 244 771 806 19 1328 592V/C Ratio(X) 0.64 0.00 0.65 0.54 0.00 0.07 0.50 0.37 0.37 0.54 0.54 0.13Avail Cap(c_a), veh/h 348 0 1405 266 0 1402 914 2018 2109 266 3604 1607HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh20.7 0.0 18.9 21.4 0.0 18.7 19.5 8.3 8.3 21.4 10.7 9.0Incr Delay (d2), s/veh 3.9 0.0 1.7 8.6 0.0 0.1 0.6 0.4 0.3 8.6 0.4 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.4 0.0 1.0 0.1 0.0 0.1 0.5 1.4 1.5 0.1 2.2 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 24.6 0.0 20.6 30.0 0.0 18.8 20.0 8.7 8.7 30.0 11.1 9.1LnGrp LOS C A C C A B C A A C B A Approach Vol, veh/h 143 19 707 806Approach Delay, s/veh 21.7 24.7 10.6 11.1Approach LOS C C B B Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.0 25.8 4.0 8.8 7.6 23.1 5.0 7.7Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s6.5 * 49 6.5 38.5 11.5 44.1 8.5 36.5Max Q Clear Time (g_c+I1), s2.2 6.7 2.2 4.7 3.5 8.9 3.0 2.2Green Ext Time (p_c), s 0.0 4.9 0.0 0.4 0.1 7.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 12.0HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 14: Espola Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 395 47 543 10 30 7 287 333 12 15 400 378 Future Volume (veh/h) 395 47 543 10 30 7 287 333 12 15 400 378 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 416 49 572 11 32 7 302 351 13 16 421 398 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 502 670 744 14 328 72 385 681 577 26 522 673 Arrive On Green 0.15 0.36 0.36 0.01 0.22 0.22 0.11 0.36 0.36 0.01 0.28 0.28 Sat Flow, veh/h 3456 1870 1585 1781 1487 325 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 416 49 572 11 0 39 302 351 13 16 421 398Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1812 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 10.1 1.5 26.0 0.5 0.0 1.5 7.4 12.7 0.5 0.8 18.2 16.7Cycle Q Clear(g_c), s 10.1 1.5 26.0 0.5 0.0 1.5 7.4 12.7 0.5 0.8 18.2 16.7Prop In Lane 1.00 1.00 1.00 0.18 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 502 670 744 14 0 400 385 681 577 26 522 673V/C Ratio(X) 0.83 0.07 0.77 0.77 0.00 0.10 0.78 0.52 0.02 0.61 0.81 0.59Avail Cap(c_a), veh/h 709 1009 1031 103 0 710 581 922 782 109 700 824HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh36.0 18.4 19.1 43.0 0.0 26.9 37.5 21.6 17.7 42.5 29.1 19.2Incr Delay (d2), s/veh 3.9 0.1 2.7 26.5 0.0 0.1 1.9 0.2 0.0 8.2 5.5 1.0Initial 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/ln4.5 0.6 9.4 0.3 0.0 0.6 3.2 5.4 0.2 0.4 8.7 6.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 40.0 18.4 21.8 69.4 0.0 27.0 39.5 21.8 17.7 50.7 34.6 20.2LnGrp LOS D B C E A C D C B D C C Approach Vol, veh/h 1037 50 666 835Approach Delay, s/veh 28.9 36.4 29.7 28.1Approach LOS CDCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.2 37.7 13.2 30.7 17.1 25.8 5.8 38.1Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.0 46.8 14.6 32.5 17.8 34.0 5.3 * 43Max Q Clear Time (g_c+I1), s2.5 28.0 9.4 20.2 12.1 3.5 2.8 14.7Green Ext Time (p_c), s 0.0 3.1 0.3 4.1 0.5 0.2 0.0 1.4 Intersection Summary HCM 6th Ctrl Delay 29.0HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 15: Pomerado Rd & Rios Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 14 13 40 13 14 26 1193 79 24 562 32 Future Volume (veh/h) 11 14 13 40 13 14 26 1193 79 24 562 32 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 12 15 14 43 14 15 28 1269 84 26 598 34 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 312 132 123 312 122 131 45 1848 122 42 1862 106 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.03 0.55 0.55 0.02 0.54 0.54 Sat Flow, veh/h 1381 890 831 1381 826 885 1781 3383 224 1781 3418 194 Grp Volume(v), veh/h 12 0 29 43 0 29 28 665 688 26 311 321Grp Sat Flow(s),veh/h/ln1381 0 1721 1381 0 1711 1781 1777 1830 1781 1777 1835Q Serve(g_s), s 0.4 0.0 0.8 1.6 0.0 0.8 0.9 15.2 15.3 0.8 5.4 5.4Cycle Q Clear(g_c), s 1.2 0.0 0.8 2.4 0.0 0.8 0.9 15.2 15.3 0.8 5.4 5.4Prop In Lane 1.00 0.48 1.00 0.52 1.00 0.12 1.00 0.11Lane Grp Cap(c), veh/h 312 0 254 312 0 253 45 971 1000 42 968 1000V/C Ratio(X) 0.04 0.00 0.11 0.14 0.00 0.11 0.62 0.69 0.69 0.61 0.32 0.32Avail Cap(c_a), veh/h 809 0 873 826 0 889 184 1282 1320 172 1291 1334HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh21.2 0.0 20.7 21.7 0.0 20.7 27.0 9.2 9.2 27.1 7.0 7.0Incr Delay (d2), s/veh 0.0 0.0 0.1 0.1 0.0 0.1 5.2 1.3 1.2 5.3 0.4 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.3 0.5 0.0 0.3 0.4 4.8 4.9 0.4 1.7 1.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 21.2 0.0 20.8 21.8 0.0 20.8 32.2 10.5 10.5 32.4 7.4 7.4LnGrp LOS C A C C A C C B B C A A Approach Vol, veh/h 41 72 1381 658Approach Delay, s/veh 20.9 21.4 10.9 8.4Approach LOS C C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.7 36.4 13.9 5.8 36.3 13.9Change Period (Y+Rc), s 4.4 5.8 5.6 4.4 * 5.8 * 5.6Max Green Setting (Gmax), s5.4 40.4 28.4 5.8 * 41 * 29Max Q Clear Time (g_c+I1), s2.8 17.3 3.2 2.9 7.4 4.4Green Ext Time (p_c), s 0.0 13.3 0.1 0.0 7.8 0.1 Intersection Summary HCM 6th Ctrl Delay 10.7HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 16: Pomerado Rd & Higa Pl/Avenida La Valencia HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 8 8 46 8 27 12 1325 96 37 561 7 Future Volume (veh/h) 11 8 8 46 8 27 12 1325 96 37 561 7 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 12 9 9 49 9 29 13 1410 102 39 597 7 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 271 91 91 266 199 168 23 1956 141 58 2164 25 Arrive On Green 0.11 0.11 0.11 0.11 0.11 0.11 0.01 0.58 0.58 0.03 0.60 0.60 Sat Flow, veh/h 1370 858 858 1395 1870 1585 1781 3361 242 1781 3597 42 Grp Volume(v), veh/h 12 0 18 49 9 29 13 743 769 39 295 309Grp Sat Flow(s),veh/h/ln1370 0 1716 1395 1870 1585 1781 1777 1827 1781 1777 1863Q Serve(g_s), s 0.4 0.0 0.5 1.8 0.2 0.9 0.4 16.5 16.7 1.2 4.3 4.3Cycle Q Clear(g_c), s 0.7 0.0 0.5 2.3 0.2 0.9 0.4 16.5 16.7 1.2 4.3 4.3Prop In Lane 1.00 0.50 1.00 1.00 1.00 0.13 1.00 0.02Lane Grp Cap(c), veh/h 271 0 182 266 199 168 23 1034 1063 58 1069 1120V/C Ratio(X) 0.04 0.00 0.10 0.18 0.05 0.17 0.56 0.72 0.72 0.67 0.28 0.28Avail Cap(c_a), veh/h 903 0 974 910 1061 900 176 1229 1263 185 1248 1309HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh22.3 0.0 22.1 23.2 22.0 22.3 26.9 8.2 8.3 26.2 5.2 5.2Incr Delay (d2), s/veh 0.0 0.0 0.1 0.1 0.0 0.2 7.5 1.9 1.9 4.9 0.2 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.2 0.6 0.1 0.3 0.2 5.0 5.2 0.6 1.2 1.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 22.3 0.0 22.2 23.3 22.0 22.5 34.4 10.1 10.2 31.1 5.4 5.4LnGrp LOS C A CCCCCBBCAA Approach Vol, veh/h 30 87 1525 643Approach Delay, s/veh 22.3 22.9 10.4 7.0Approach LOS C C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.2 37.9 10.7 5.1 39.0 10.7Change Period (Y+Rc), s 4.4 6.0 4.9 4.4 * 6 4.9Max Green Setting (Gmax), s5.7 37.9 31.1 5.4 * 39 31.1Max Q Clear Time (g_c+I1), s3.2 18.7 2.7 2.4 6.3 4.3Green Ext Time (p_c), s 0.0 13.2 0.0 0.0 5.3 0.1 Intersection Summary HCM 6th Ctrl Delay 10.0HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 17: Pomerado Rd & Stone Canyon Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 71 24 14 107 2 26 19 1427 181 22 638 29 Future Volume (veh/h) 71 24 14 107 2 26 19 1427 181 22 638 29 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 77 26 15 116 2 28 21 1551 197 24 693 32 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 73 15 566 82 1 566 33 1414 177 36 1546 71 Arrive On Green 0.36 0.36 0.36 0.36 0.36 0.36 0.02 0.44 0.44 0.02 0.45 0.45 Sat Flow, veh/h 0 41 1585 0 2 1585 1781 3177 398 1781 3459 160 Grp Volume(v), veh/h 103 0 15 118 0 28 21 858 890 24 356 369Grp Sat Flow(s),veh/h/ln 41 0 1585 2 0 1585 1781 1777 1799 1781 1777 1842Q Serve(g_s), s 0.0 0.0 0.5 0.0 0.0 1.0 1.0 38.6 38.6 1.2 12.0 12.0Cycle Q Clear(g_c), s 31.0 0.0 0.5 31.0 0.0 1.0 1.0 38.6 38.6 1.2 12.0 12.0Prop In Lane 0.75 1.00 0.98 1.00 1.00 0.22 1.00 0.09Lane Grp Cap(c), veh/h 87 0 566 83 0 566 33 791 800 36 794 823V/C Ratio(X) 1.18 0.00 0.03 1.42 0.00 0.05 0.64 1.09 1.11 0.67 0.45 0.45Avail Cap(c_a), veh/h 87 0 566 83 0 566 111 791 800 105 794 823HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh38.3 0.0 18.1 43.1 0.0 18.2 42.3 24.1 24.1 42.2 16.6 16.6Incr Delay (d2), s/veh 153.7 0.0 0.0 245.7 0.0 0.0 7.6 57.6 67.2 7.6 0.5 0.5Initial 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/ln5.6 0.0 0.2 7.4 0.0 0.4 0.5 27.6 30.1 0.6 4.8 4.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 191.9 0.0 18.1 288.8 0.0 18.3 49.9 81.7 91.3 49.8 17.1 17.1LnGrp LOS F A B F A B D F F D B B Approach Vol, veh/h 118 146 1769 749Approach Delay, s/veh 169.8 236.9 86.2 18.1Approach LOS F F F B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.2 44.6 36.0 6.0 44.8 36.0Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 * 5Max Green Setting (Gmax), s5.1 38.6 30.9 5.4 * 39 * 31Max Q Clear Time (g_c+I1), s3.2 40.6 33.0 3.0 14.0 33.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 5.8 0.0 Intersection Summary HCM 6th Ctrl Delay 79.3HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 430 0 153 3 1 14 219 1230 0 7 579 203 Future Volume (veh/h) 430 0 153 3 1 14 219 1230 0 7 579 203 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 513 0 110 3 1 15 235 1323 0 8 623 218 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 622 0 277 3 1 16 275 1990 0 14 1069 374 Arrive On Green 0.17 0.00 0.17 0.01 0.01 0.01 0.15 0.56 0.00 0.01 0.41 0.41 Sat Flow, veh/h 3563 0 1585 257 86 1284 1781 3647 0 1781 2582 903 Grp Volume(v), veh/h 513 0 110 19 0 0 235 1323 0 8 428 413Grp Sat Flow(s),veh/h/ln1781 0 1585 1626 0 0 1781 1777 0 1781 1777 1708Q Serve(g_s), s 12.0 0.0 5.3 1.0 0.0 0.0 11.1 22.5 0.0 0.4 16.1 16.1Cycle Q Clear(g_c), s 12.0 0.0 5.3 1.0 0.0 0.0 11.1 22.5 0.0 0.4 16.1 16.1Prop In Lane 1.00 1.00 0.16 0.79 1.00 0.00 1.00 0.53Lane Grp Cap(c), veh/h 622 0 277 21 0 0 275 1990 0 14 735 707V/C Ratio(X) 0.82 0.00 0.40 0.91 0.00 0.00 0.86 0.66 0.00 0.56 0.58 0.58Avail Cap(c_a), veh/h 1147 0 510 113 0 0 536 2469 0 105 813 781HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh34.4 0.0 31.6 42.6 0.0 0.0 35.6 13.3 0.0 42.7 19.5 19.6Incr Delay (d2), s/veh 1.1 0.0 0.3 70.5 0.0 0.0 3.0 1.0 0.0 11.8 1.9 2.0Initial 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 0.0 2.0 0.8 0.0 0.0 4.9 8.3 0.0 0.2 6.7 6.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 35.4 0.0 31.9 113.1 0.0 0.0 38.5 14.3 0.0 54.5 21.5 21.5LnGrp LOS D A C F A A D B A D C C Approach Vol, veh/h 623 19 1558 849Approach Delay, s/veh 34.8 113.1 18.0 21.8Approach LOS C F B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.1 54.5 21.7 17.7 41.8 5.1Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s5.1 60.0 27.8 26.0 * 40 6.0Max Q Clear Time (g_c+I1), s2.4 24.5 14.0 13.1 18.1 3.0Green Ext Time (p_c), s 0.0 23.8 1.1 0.3 10.5 0.0 Intersection Summary HCM 6th Ctrl Delay 23.1HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 19: Pomerado Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 249 1177 397 16 885 395 417 813 18 339 643 318 Future Volume (veh/h) 249 1177 397 16 885 395 417 813 18 339 643 318 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 262 1239 418 17 932 416 439 856 19 357 677 0 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 333 1509 508 20 1118 499 516 989 22 431 901 Arrive On Green 0.10 0.40 0.40 0.01 0.31 0.31 0.15 0.28 0.28 0.12 0.25 0.00 Sat Flow, veh/h 3456 3775 1271 1781 3554 1585 3456 3554 79 3456 3554 1585 Grp Volume(v), veh/h 262 1117 540 17 932 416 439 428 447 357 677 0Grp Sat Flow(s),veh/h/ln1728 1702 1642 1781 1777 1585 1728 1777 1856 1728 1777 1585Q Serve(g_s), s 7.2 28.4 28.5 0.9 23.6 23.6 12.0 22.1 22.1 9.8 17.0 0.0Cycle Q Clear(g_c), s 7.2 28.4 28.5 0.9 23.6 23.6 12.0 22.1 22.1 9.8 17.0 0.0Prop In Lane 1.00 0.77 1.00 1.00 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 333 1361 656 20 1118 499 516 494 516 431 901V/C Ratio(X) 0.79 0.82 0.82 0.84 0.83 0.83 0.85 0.87 0.87 0.83 0.75Avail Cap(c_a), veh/h 447 1665 803 94 1466 654 672 623 651 561 1132HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh42.7 25.9 26.0 47.7 30.8 30.8 40.1 33.2 33.2 41.3 33.3 0.0Incr Delay (d2), s/veh 4.5 2.3 4.8 27.1 2.6 5.6 6.6 8.7 8.4 6.2 1.6 0.0Initial 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/ln3.2 11.4 11.5 0.6 10.2 9.5 5.5 10.5 10.9 4.5 7.4 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 47.2 28.3 30.7 74.8 33.4 36.4 46.7 41.9 41.6 47.5 34.8 0.0LnGrp LOS D C C E CDDDDDC Approach Vol, veh/h 1919 1365 1314 1034 AApproach Delay, s/veh 31.5 34.8 43.4 39.2Approach LOS CCDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.6 43.2 18.9 29.0 13.8 34.9 16.6 31.4Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.1 47.3 18.8 30.8 12.5 39.9 15.7 33.9Max Q Clear Time (g_c+I1), s2.9 30.5 14.0 19.0 9.2 25.6 11.8 24.1Green Ext Time (p_c), s 0.0 8.1 0.5 2.6 0.2 4.8 0.3 2.7 Intersection Summary HCM 6th Ctrl Delay 36.5HCM 6th LOS D Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 20: Del Norte/Avenida Florencia & Avenida La Valencia HCM 6th AWSC 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_PM.syn Intersection Intersection Delay, s/veh 7.6Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 24 101 10 2 30 4 6 11 3 4 4 23Future Vol, veh/h 24 101 10 2 30 4 6 11 3 4 4 23Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94Heavy Vehicles, % 2 22222222222Mvmt Flow 26 107 11 2 32 4 6 12 3 4 4 24Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 7.9 7.3 7.4 7.1HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 30% 18% 6% 13%Vol Thru, % 55% 75% 83% 13%Vol Right, % 15% 7% 11% 74%Sign Control Stop Stop Stop StopTraffic Vol by Lane 20 135 36 31LT Vol 6 24 2 4Through Vol 11 101 30 4RT Vol 3 10 4 23Lane Flow Rate 21 144 38 33Geometry Grp 1111Degree of Util (X) 0.025 0.161 0.043 0.035Departure Headway (Hd) 4.245 4.048 4.081 3.845Convergence, Y/N Yes Yes Yes YesCap 831 885 871 916Service Time 2.332 2.079 2.134 1.931HCM Lane V/C Ratio 0.025 0.163 0.044 0.036HCM Control Delay 7.4 7.9 7.3 7.1HCM Lane LOS AAAAHCM 95th-tile Q 0.1 0.6 0.1 0.1 21: Stone Canyon Rd & Del Norte HCM 6th AWSC 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_PM.syn Intersection Intersection Delay, s/veh 8.4Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 24 189 0 0 115 30004020Future Vol, veh/h 24 189 0 0 115 30004020Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Heavy Vehicles, % 2 22222222222Mvmt Flow 28 217 0 0 132 30005023Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 8.8 8 0 7.4HCM LOS A A - A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 0% 11% 0% 17%Vol Thru, % 100% 89% 97% 0%Vol Right, % 0% 0% 3% 83%Sign Control Stop Stop Stop StopTraffic Vol by Lane 0 213 118 24LT Vol 0 24 0 4Through Vol 0 189 115 0RT Vol 0 0 3 20Lane Flow Rate 0 245 136 28Geometry Grp 1111Degree of Util (X) 0 0.279 0.156 0.033Departure Headway (Hd) 4.79 4.108 4.152 4.284Convergence, Y/N Yes Yes Yes YesCap 0 869 854 841Service Time 2.792 2.154 2.22 2.284HCM Lane V/C Ratio 0 0.282 0.159 0.033HCM Control Delay 7.8 8.8 8 7.4HCM Lane LOS N A A AHCM 95th-tile Q 0 1.1 0.6 0.1 22: Martincoit Rd & Stone Canyon Rd HCM 6th AWSC 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\EX_PM.syn Intersection Intersection Delay, s/veh 7.8Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 90 44 39 25 37 53Future Vol, veh/h 90 44 39 25 37 53Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Heavy Vehicles, % 2 22222Mvmt Flow 95 46 41 26 39 56Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 8 7.9 7.4HCM LOS A A A Lane NBLn1EBLn1SBLn1 Vol Left, % 61% 67% 0%Vol Thru, % 39% 0% 41%Vol Right, % 0% 33% 59%Sign Control Stop Stop StopTraffic Vol by Lane 64 134 90LT Vol 39 90 0Through Vol 25 0 37RT Vol 0 44 53Lane Flow Rate 67 141 95Geometry Grp 1 1 1Degree of Util (X) 0.082 0.163 0.102Departure Headway (Hd) 4.377 4.149 3.879Convergence, Y/N Yes Yes YesCap 806 855 907Service Time 2.47 2.225 1.975HCM Lane V/C Ratio 0.083 0.165 0.105HCM Control Delay 7.9 8 7.4HCM Lane LOS A A AHCM 95th-tile Q 0.3 0.6 0.3 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\3rd Submittal\Appendices.3015.doc APPENDIX F STREETLIGHT DATA SCIENCE INFORMATION StreetLightData.com | Table of Contents | Share: Tools for Collecting Travel Behavior Data An Overview for Planners, Modelers, and Engineers How StreetLight InSight® Works StreetLight Data offers mobility analytics derived from “Big Data,” defined as the location records created by mobile devices such as smart phones, connected cars, and connected trucks. Metrics that describe aggregate travel patterns are available in minutes via our easy-to-use online platform, StreetLight InSight®. This platform cleans, patternizes, normalizes, contextualizes, and aggregates location records from the mobile devices of more than 20% of the US and Canadian adult population into analytics. You can access StreetLight InSight from a computer via the Internet without downloading software. StreetLightData.com | Table of Contents | Share: Tools for Collecting Travel Behavior Data An Overview for Planners, Modelers, and Engineers The Metrics available include origin-destination matrices, select links, relative trip volumes, travel activity per zone, trip attributes (speed, length, circuity, time), traveler attributes (demographics, trip purpose), tourist activity, parking activity, and home and work footprints. You can combine these Metrics to analyze a huge array of transportation questions. • Understanding travel activity in small geographies, such as intersections and off- ramps. • Understanding travel activity regionally; for example, TAZ-level analyses of entire cities, regions, and states. • Measuring different types of travel separately, such as personal vehicle trips and commercial truck trips. • Analyzing commercial trucks' tours over twenty-four hour periods. • Integrating demographic and trip purpose information with travel pattern analytics, so you can measure the impact of policies and infrastructure on particular demographic groups and types of travel. • When you need an answer fast, or you want to try out several different ways of setting up a study to determine the optimal approach. • When you want to measure on-going trends, especially if you lack data from the past and need to collect it retroactively. • When you want to study tourism. What it’s Best For StreetLight InSight® StreetLightData.com | Table of Contents | Share: Tools for Collecting Travel Behavior Data An Overview for Planners, Modelers, and Engineers • Real-time traffic operations. • Understanding pre-2014 travel behavior. What it’s Not Best For • StreetLight InSight is the first platform that offers the best Big Data resources for understanding transportation along with easy-to-use processing software. • Unlike any other method available today, transportation experts can use StreetLight InSight to set up and run their own customizable transportation studies in minutes. • It is also the first platform that allows transportation experts to easily mix and match Metrics derived from two different types of Big Data: Navigation-GPS records and Location-Based Services records. • Because StreetLight InSight provides to Metrics from different types of Big Data, it is useful for a broader range of projects than most data collection tools. • StreetLight Data is the only company that offers unlimited access to transportation analytics via subscription. These subscriptions allow users to run as many analytics as they desire per their specific license agreements. Specifically, the Regional Subscription allows public agencies and their consultants to run an unlimited number of Metrics in the agency’s region. The Regional Subscription makes it cost- effective to collect real-world data for practically any project. How it’s Unique StreetLight InSight® LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\3rd Submittal\Appendices.3015.doc APPENDIX G PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS– NEAR-TERM (OPENING YEAR 2025) 1: Rancho Bernardo Rd & I-15 SB off-ramp HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 833 649 0 1333 582 0 0 0 493 0 1235 Future Volume (veh/h) 0 833 649 0 1333 582 0 0 0 493 0 1235 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 877 683 0 1403 613 519 0 1300 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 202 Cap, veh/h 614 2358 732 410 1773 550 616 0 1459 Arrive On Green 0.00 0.46 0.46 0.00 0.69 0.69 0.18 0.00 0.18 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 877 683 0 1403 613 519 0 1300Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 15.6 57.1 0.0 26.1 48.6 20.3 0.0 10.1Cycle Q Clear(g_c), s 0.0 15.6 57.1 0.0 26.1 48.6 20.3 0.0 10.1Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 614 2358 732 410 1773 550 616 0 1459V/C Ratio(X) 0.00 0.37 0.93 0.00 0.79 1.11 0.84 0.00 0.89Avail Cap(c_a), veh/h 614 3286 1020 410 1773 550 689 0 1517HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 0.00 1.00 1.00 0.00 0.80 0.80 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 24.5 35.6 0.0 18.0 21.4 55.6 0.0 29.8Incr Delay (d2), s/veh 0.0 0.5 20.4 0.0 3.0 70.1 7.7 0.0 6.6Initial 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 6.2 25.0 0.0 6.0 20.1 9.4 0.0 28.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 24.9 56.1 0.0 21.0 91.5 63.3 0.0 36.4LnGrp LOS A C E A C F E A D Approach Vol, veh/h 1560 2016 1819Approach Delay, s/veh 38.6 42.4 44.1Approach LOS D D D Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 37.9 71.0 31.1 53.9 55.0Change Period (Y+Rc), s 5.7 * 6.4 6.1 5.7 * 6.4Max Green Setting (Gmax), s 5.0 * 90 27.9 45.3 * 49Max Q Clear Time (g_c+I1), s 0.0 59.1 22.3 0.0 50.6Green Ext Time (p_c), s 0.0 5.6 2.6 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 41.9HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2: I-15 NB off-ramp & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 946 380 0 1127 239 788 0 482 0 0 0 Future Volume (veh/h) 0 946 380 0 1127 239 788 0 482 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 975 392 0 1162 246 812 0 497 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222202 Cap, veh/h 231 1627 505 518 2447 760 901 0 1538 Arrive On Green 0.00 0.64 0.64 0.00 0.48 0.48 0.26 0.00 0.26 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 975 392 0 1162 246 812 0 497Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 15.7 24.9 0.0 21.5 13.4 31.8 0.0 0.0Cycle Q Clear(g_c), s 0.0 15.7 24.9 0.0 21.5 13.4 31.8 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 231 1627 505 518 2447 760 901 0 1538V/C Ratio(X) 0.00 0.60 0.78 0.00 0.47 0.32 0.90 0.00 0.32Avail Cap(c_a), veh/h 231 1627 505 518 2447 760 1256 0 1825HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.88 0.88 0.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 20.2 21.8 0.0 24.6 22.5 50.0 0.0 17.1Incr Delay (d2), s/veh 0.0 1.4 9.9 0.0 0.7 1.1 5.6 0.0 0.0Initial 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 4.7 7.2 0.0 8.6 5.2 14.2 0.0 4.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 21.6 31.7 0.0 25.2 23.6 55.6 0.0 17.2LnGrp LOS A C C A C C E A B Approach Vol, veh/h 1367 1408 1309Approach Delay, s/veh 24.5 24.9 41.0Approach LOS C C D Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s46.4 51.0 23.9 73.5 42.6Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4 6.1Max Green Setting (Gmax), s26.3 * 45 5.0 * 67 50.9Max Q Clear Time (g_c+I1), s0.0 26.9 0.0 23.5 33.8Green Ext Time (p_c), s 0.0 4.9 0.0 6.6 2.7 Intersection Summary HCM 6th Ctrl Delay 30.0HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 3: Bernardo Center Dr & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 290 715 362 151 858 122 249 229 101 176 405 212 Future Volume (veh/h) 290 715 362 151 858 122 249 229 101 176 405 212 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 302 750 374 157 894 127 259 239 105 183 422 221 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 395 1443 611 238 1073 152 348 473 201 269 612 449 Arrive On Green 0.11 0.39 0.39 0.07 0.34 0.34 0.10 0.19 0.19 0.08 0.17 0.17 Sat Flow, veh/h 3563 3741 1585 3456 3124 444 3456 2427 1034 3456 3554 1585 Grp Volume(v), veh/h 302 750 374 157 509 512 259 173 171 183 422 221Grp Sat Flow(s),veh/h/ln1781 1870 1585 1728 1777 1790 1728 1777 1684 1728 1777 1585Q Serve(g_s), s 6.3 11.8 14.5 3.4 20.2 20.2 5.6 6.7 7.0 4.0 8.6 8.9Cycle Q Clear(g_c), s 6.3 11.8 14.5 3.4 20.2 20.2 5.6 6.7 7.0 4.0 8.6 8.9Prop In Lane 1.00 1.00 1.00 0.25 1.00 0.61 1.00 1.00Lane Grp Cap(c), veh/h 395 1443 611 238 611 615 348 346 328 269 612 449V/C Ratio(X) 0.76 0.52 0.61 0.66 0.83 0.83 0.75 0.50 0.52 0.68 0.69 0.49Avail Cap(c_a), veh/h 539 1967 833 370 876 883 478 927 879 505 1854 1003HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh33.1 18.1 18.9 34.8 23.1 23.1 33.5 27.5 27.7 34.4 29.8 22.9Incr Delay (d2), s/veh 2.7 0.4 1.5 1.2 3.2 3.2 2.3 0.4 0.5 1.1 0.5 0.3Initial 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 4.9 5.2 1.4 8.5 8.5 2.4 2.8 2.8 1.7 3.6 3.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 35.8 18.5 20.4 36.0 26.4 26.3 35.9 27.9 28.1 35.5 30.3 23.2LnGrp LOS D B CDCCDCCDCC Approach Vol, veh/h 1426 1178 603 826Approach Delay, s/veh 22.7 27.6 31.4 29.6Approach LOS CCCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s9.7 35.8 12.1 19.1 12.9 32.5 10.4 20.8Change Period (Y+Rc), s 4.4 6.2 4.4 5.9 4.4 * 6.2 4.4 * 5.9Max Green Setting (Gmax), s8.2 40.3 10.6 40.0 11.6 * 38 11.2 * 40Max Q Clear Time (g_c+I1), s5.4 16.5 7.6 10.9 8.3 22.2 6.0 9.0Green Ext Time (p_c), s 0.1 10.4 0.2 2.3 0.2 4.2 0.1 1.4 Intersection Summary HCM 6th Ctrl Delay 26.8HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 4: Pomerado Rd & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 152 467 201 194 736 282 140 325 114 289 615 213 Future Volume (veh/h) 152 467 201 194 736 282 140 325 114 289 615 213 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 163 502 216 209 791 303 151 349 123 311 661 229 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 196 637 273 243 1027 458 218 505 175 652 843 292 Arrive On Green 0.11 0.26 0.26 0.14 0.29 0.29 0.06 0.19 0.19 0.19 0.33 0.33 Sat Flow, veh/h 1781 2423 1037 1781 3554 1585 3456 2588 898 3456 2589 897 Grp Volume(v), veh/h 163 367 351 209 791 303 151 238 234 311 454 436Grp Sat Flow(s),veh/h/ln1781 1777 1684 1781 1777 1585 1728 1777 1709 1728 1777 1709Q Serve(g_s), s 8.5 18.2 18.4 10.9 19.3 9.0 4.1 11.8 12.1 7.6 21.9 21.9Cycle Q Clear(g_c), s 8.5 18.2 18.4 10.9 19.3 9.0 4.1 11.8 12.1 7.6 21.9 21.9Prop In Lane 1.00 0.62 1.00 1.00 1.00 0.53 1.00 0.52Lane Grp Cap(c), veh/h 196 467 442 243 1027 458 218 346 333 652 579 557V/C Ratio(X) 0.83 0.79 0.79 0.86 0.77 0.66 0.69 0.69 0.70 0.48 0.78 0.78Avail Cap(c_a), veh/h 271 705 668 293 1441 643 277 675 649 652 741 713HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh41.3 32.5 32.5 40.0 30.8 9.5 43.5 35.4 35.6 34.3 28.9 28.9Incr Delay (d2), s/veh 10.7 3.8 4.2 17.1 1.7 1.7 3.0 4.1 4.6 0.2 5.1 5.4Initial 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/ln4.2 7.9 7.6 5.7 8.1 2.9 1.8 5.3 5.3 3.1 9.6 9.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 52.0 36.2 36.7 57.1 32.5 11.2 46.4 39.5 40.1 34.5 34.0 34.3LnGrp LOS D D D E C B DDDCCC Approach Vol, veh/h 881 1303 623 1201Approach Delay, s/veh 39.3 31.5 41.4 34.2Approach LOS DCDC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s17.3 30.8 10.4 36.3 14.8 33.3 23.3 23.4Change Period (Y+Rc), s 4.4 * 5.9 4.4 5.4 4.4 5.9 5.4 * 4.9Max Green Setting (Gmax), s15.6 * 38 7.6 39.5 14.4 38.4 11.6 * 36Max Q Clear Time (g_c+I1), s12.9 20.4 6.1 23.9 10.5 21.3 9.6 14.1Green Ext Time (p_c), s 0.1 4.4 0.0 7.0 0.1 6.1 0.1 4.4 Intersection Summary HCM 6th Ctrl Delay 35.6HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_AM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 893 9 19 1169 26 41 Future Volume (veh/h) 893 9 19 1169 26 41 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1015 10 22 1328 30 47 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222 Cap, veh/h 1947 19 39 2413 104 92 Arrive On Green 0.54 0.54 0.02 0.68 0.06 0.06 Sat Flow, veh/h 3699 36 1781 3647 1781 1585 Grp Volume(v), veh/h 500 525 22 1328 30 47Grp Sat Flow(s),veh/h/ln1777 1864 1781 1777 1781 1585Q Serve(g_s), s 6.9 6.9 0.5 7.4 0.6 1.1Cycle Q Clear(g_c), s 6.9 6.9 0.5 7.4 0.6 1.1Prop In Lane 0.02 1.00 1.00 1.00Lane Grp Cap(c), veh/h 960 1007 39 2413 104 92V/C Ratio(X) 0.52 0.52 0.57 0.55 0.29 0.51Avail Cap(c_a), veh/h 2380 2497 348 5870 1223 1089HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 5.7 5.7 18.6 3.2 17.3 17.6Incr Delay (d2), s/veh 0.5 0.5 4.8 0.2 0.6 1.6Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.2 1.3 0.2 0.2 0.2 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 6.2 6.2 23.4 3.4 17.9 19.2LnGrp LOS A A C A B B Approach Vol, veh/h 1025 1350 77Approach Delay, s/veh 6.2 3.7 18.7Approach LOS A A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s5.3 26.3 31.6 6.8Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s7.5 51.5 63.5 26.4Max Q Clear Time (g_c+I1), s2.5 8.9 9.4 3.1Green Ext Time (p_c), s 0.0 9.5 16.7 0.1 Intersection Summary HCM 6th Ctrl Delay 5.2HCM 6th LOS A 6: Avenida Florencia & Espola Rd HCM 6th TWSC 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_AM.syn Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 878 13 39 1147 17 40Future Vol, veh/h 878 13 39 1147 17 40Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 88 88 88 88 88 88Heavy Vehicles, % 2 22222Mvmt Flow 998 15 44 1303 19 45 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1013 0 1738 499 Stage 1 - - - - 998 - Stage 2 - - - - 740 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 680 - 78 517 Stage 1 - - - - 317 - Stage 2 - - - - 433 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 680 - 73 517Mov Cap-2 Maneuver - - - - 186 - Stage 1 - - - - 296 - Stage 2 - - - - 433 - Approach EB WB NB HCM Control Delay, s 0 0.4 18.2HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 338 - - 680 -HCM Lane V/C Ratio 0.192 - - 0.065 -HCM Control Delay (s) 18.2 - - 10.7 -HCM Lane LOS C - - B -HCM 95th %tile Q(veh) 0.7 - - 0.2 - 7: Valle Verde Rd & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 344 553 16 13 773 79 16 12 20 86 2 389 Future Volume (veh/h) 344 553 16 13 773 79 16 12 20 86 2 389 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 395 636 18 15 889 91 18 14 23 99 2 447 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, %222222222222 Cap, veh/h 424 1873 53 36 1018 104 24 18 30 412 433 744 Arrive On Green 0.24 0.53 0.53 0.02 0.31 0.31 0.04 0.04 0.04 0.23 0.23 0.23 Sat Flow, veh/h 1781 3529 100 1781 3254 333 561 436 716 1781 1870 1585 Grp Volume(v), veh/h 395 320 334 15 485 495 55 0 0 99 2 447Grp Sat Flow(s),veh/h/ln 1781 1777 1852 1781 1777 1810 1713 0 0 1781 1870 1585Q Serve(g_s), s 24.1 11.5 11.5 0.9 28.7 28.7 3.5 0.0 0.0 5.0 0.1 23.2Cycle Q Clear(g_c), s 24.1 11.5 11.5 0.9 28.7 28.7 3.5 0.0 0.0 5.0 0.1 23.2Prop In Lane 1.00 0.05 1.00 0.18 0.33 0.42 1.00 1.00Lane Grp Cap(c), veh/h 424 943 983 36 556 566 72 0 0 412 433 744V/C Ratio(X) 0.93 0.34 0.34 0.42 0.87 0.87 0.76 0.00 0.00 0.24 0.00 0.60Avail Cap(c_a), veh/h 487 985 1027 111 609 621 339 0 0 481 505 805HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 41.5 14.9 14.9 53.8 36.1 36.1 52.6 0.0 0.0 34.7 32.8 21.8Incr Delay (d2), s/veh 22.1 0.3 0.2 2.9 12.7 12.5 17.8 0.0 0.0 0.1 0.0 0.7Initial 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 13.1 4.6 4.8 0.4 14.2 14.4 1.9 0.0 0.0 2.2 0.0 8.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 63.5 15.2 15.2 56.7 48.8 48.6 70.4 0.0 0.0 34.8 32.8 22.4LnGrp LOS EBBEDDEAACCC Approach Vol, veh/h 1049 995 55 548Approach Delay, s/veh 33.4 48.8 70.4 24.7Approach LOS C D E C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.8 65.5 31.0 30.0 41.3 8.8Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 61.6 * 30 30.4 38.1 22.0Max Q Clear Time (g_c+I1), s 2.9 13.5 25.2 26.1 30.7 5.5Green Ext Time (p_c), s 0.0 5.7 0.6 0.3 4.1 0.2 Intersection Summary HCM 6th Ctrl Delay 38.2HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8: Valle Verde Rd & St Andrews Dr HCM 6th TWSC 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_AM.syn Intersection Int Delay, s/veh 3.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 2 1 27 97 2 5 25 376 31 2 369 6Future Vol, veh/h 2 1 27 97 2 5 25 376 31 2 369 6Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 2 22222222222Mvmt Flow 2 1 29 105 2 5 27 409 34 2 401 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 889 902 401 887 875 409 408 0 0 443 0 0 Stage 1 405 405 - 463 463 ------- Stage 2 484 497 - 424 412 -------Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -Pot Cap-1 Maneuver 264 277 649 265 288 642 1151 - - 1117 - - Stage 1 622 598 - 579 564 ------- Stage 2 564 545 - 608 594 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 255 270 649 248 281 642 1151 - - 1117 - -Mov Cap-2 Maneuver 255 270 - 248 281 ------- Stage 1 608 597 - 566 551 ------- Stage 2 544 532 - 578 593 ------- Approach EB WB NB SB HCM Control Delay, s 11.6 29.1 0.5 0HCM LOS B D Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1151 - - 260 649 249 642 1117 - -HCM Lane V/C Ratio 0.024 - - 0.013 0.045 0.432 0.008 0.002 - -HCM Control Delay (s) 8.2 - - 19 10.8 30 10.7 8.2 - -HCM Lane LOS A - - C B D B A - -HCM 95th %tile Q(veh) 0.1 - - 0 0.1 2 0 0 - - 9: Martincoit Rd & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_AM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 478 176 91 668 194 72 Future Volume (veh/h) 478 176 91 668 194 72 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 583 215 111 815 237 88 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, %222222 Cap, veh/h 954 351 143 1928 322 414 Arrive On Green 0.38 0.38 0.08 0.54 0.18 0.18 Sat Flow, veh/h 2636 936 1781 3647 1781 1585 Grp Volume(v), veh/h 407 391 111 815 237 88Grp Sat Flow(s),veh/h/ln 1777 1702 1781 1777 1781 1585Q Serve(g_s), s 7.7 7.7 2.5 5.6 5.2 1.8Cycle Q Clear(g_c), s 7.7 7.7 2.5 5.6 5.2 1.8Prop In Lane 0.55 1.00 1.00 1.00Lane Grp Cap(c), veh/h 666 638 143 1928 322 414V/C Ratio(X) 0.61 0.61 0.78 0.42 0.74 0.21Avail Cap(c_a), veh/h 1401 1342 579 4268 1258 1246HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 10.4 10.4 18.6 5.6 16.0 11.9Incr Delay (d2), s/veh 1.1 1.2 3.4 0.2 1.2 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.1 2.0 1.0 0.9 1.8 0.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 11.5 11.6 22.0 5.8 17.2 12.0LnGrp LOS B B C A B B Approach Vol, veh/h 798 926 325Approach Delay, s/veh 11.6 7.7 15.8Approach LOS B A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.9 22.0 28.9 12.4Change Period (Y+Rc), s 3.6 6.5 6.5 4.9Max Green Setting (Gmax), s 13.4 32.5 49.5 29.1Max Q Clear Time (g_c+I1), s 4.5 9.7 7.6 7.2Green Ext Time (p_c), s 0.1 5.8 7.4 0.5 Intersection Summary HCM 6th Ctrl Delay 10.5HCM 6th LOS B 10: Espola Rd & Cloudcroft Dr HCM 6th TWSC 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_AM.syn Intersection Int Delay, s/veh 1.2 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 19 704 660 19 30 52Future Vol, veh/h 19 704 660 19 30 52Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 81 81 81 81 81 81Heavy Vehicles, % 2 22222Mvmt Flow 23 869 815 23 37 64 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 838 0 - 0 1742 419 Stage 1 - - - - 827 - Stage 2 - - - - 915 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 794 - - - 86 584 Stage 1 - - - - 391 - Stage 2 - - - - 389 -Platoon blocked, % - - -Mov Cap-1 Maneuver 794 - - - 84 584Mov Cap-2 Maneuver - - - - 209 - Stage 1 - - - - 380 - Stage 2 - - - - 389 - Approach EB WB SB HCM Control Delay, s 0.3 0 19.2HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 794 - - - 353HCM Lane V/C Ratio 0.03 - - - 0.287HCM Control Delay (s) 9.7 - - - 19.2HCM Lane LOS A - - - CHCM 95th %tile Q(veh) 0.1 - - - 1.2 11: Old Coach Rd & Espola Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 53 701 10 0 579 18 33 1 3 34 0 77 Future Volume (veh/h) 53 701 10 0 579 18 33 1 3 34 0 77 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 68 899 13 0 742 23 42 1 4 44 0 99 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, %222222222222 Cap, veh/h 94 1954 28 4 1383 43 66 31 124 69 0 153 Arrive On Green 0.05 0.54 0.54 0.00 0.39 0.39 0.04 0.09 0.09 0.04 0.00 0.10 Sat Flow, veh/h 1781 3586 52 1781 3519 109 1781 327 1308 1781 0 1585 Grp Volume(v), veh/h 68 445 467 0 375 390 42 0 5 44 0 99Grp Sat Flow(s),veh/h/ln 1781 1777 1861 1781 1777 1851 1781 0 1635 1781 0 1585Q Serve(g_s), s 1.5 6.2 6.2 0.0 6.6 6.6 0.9 0.0 0.1 1.0 0.0 2.4Cycle Q Clear(g_c), s 1.5 6.2 6.2 0.0 6.6 6.6 0.9 0.0 0.1 1.0 0.0 2.4Prop In Lane 1.00 0.03 1.00 0.06 1.00 0.80 1.00 1.00Lane Grp Cap(c), veh/h 94 968 1014 4 699 728 66 0 155 69 0 153V/C Ratio(X) 0.72 0.46 0.46 0.00 0.54 0.54 0.63 0.00 0.03 0.64 0.00 0.65Avail Cap(c_a), veh/h 441 1693 1773 242 1495 1557 309 0 890 309 0 863HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 18.8 5.6 5.6 0.0 9.4 9.4 19.2 0.0 16.6 19.2 0.0 17.6Incr Delay (d2), s/veh 3.9 0.5 0.5 0.0 0.9 0.9 3.7 0.0 0.1 3.7 0.0 3.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.6 1.4 1.5 0.0 2.0 2.1 0.4 0.0 0.0 0.4 0.0 0.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 22.7 6.1 6.0 0.0 10.3 10.3 22.9 0.0 16.7 22.8 0.0 21.0LnGrp LOS C AAABBCABCAC Approach Vol, veh/h 980 765 47 143Approach Delay, s/veh 7.2 10.3 22.2 21.6Approach LOS A B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 0.0 27.0 5.5 7.9 6.1 20.9 5.6 7.8Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 4.0 5.0 4.0 4.0Max Green Setting (Gmax), s 5.5 38.5 7.0 22.0 10.0 34.0 7.0 22.0Max Q Clear Time (g_c+I1), s 0.0 8.2 2.9 4.4 3.5 8.6 3.0 2.1Green Ext Time (p_c), s 0.0 9.7 0.0 0.4 0.0 7.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 9.9HCM 6th LOS A 12: Espola Rd & Lake Poway Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 78 4 21 12 1 6 20 486 20 14 632 99 Future Volume (veh/h) 78 4 21 12 1 6 20 486 20 14 632 99 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 115 6 31 18 1 9 29 715 29 21 929 146 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 167 25 128 43 2 40 132 1419 58 132 1254 197 Arrive On Green 0.09 0.09 0.09 0.03 0.03 0.03 0.07 0.41 0.41 0.07 0.41 0.41 Sat Flow, veh/h 1781 264 1362 1692 94 1585 1781 3481 141 1781 3077 483 Grp Volume(v), veh/h 115 0 37 19 0 9 29 365 379 21 536 539Grp Sat Flow(s),veh/h/ln1781 0 1625 1786 0 1585 1781 1777 1845 1781 1777 1783Q Serve(g_s), s 3.4 0.0 1.1 0.6 0.0 0.3 0.8 8.3 8.3 0.6 13.9 13.9Cycle Q Clear(g_c), s 3.4 0.0 1.1 0.6 0.0 0.3 0.8 8.3 8.3 0.6 13.9 13.9Prop In Lane 1.00 0.84 0.95 1.00 1.00 0.08 1.00 0.27Lane Grp Cap(c), veh/h 167 0 152 45 0 40 132 724 752 132 724 727V/C Ratio(X) 0.69 0.00 0.24 0.42 0.00 0.22 0.22 0.50 0.50 0.16 0.74 0.74Avail Cap(c_a), veh/h 889 0 811 858 0 762 593 900 935 593 900 903HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh23.7 0.0 22.7 26.0 0.0 25.8 23.6 11.9 11.9 23.5 13.6 13.6Incr Delay (d2), s/veh 1.9 0.0 0.3 6.0 0.0 2.8 0.3 0.7 0.6 0.2 2.8 2.8Initial 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/ln1.4 0.0 0.4 0.3 0.0 0.1 0.3 2.9 3.0 0.2 5.2 5.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 25.6 0.0 23.0 32.0 0.0 28.6 23.9 12.6 12.6 23.7 16.4 16.4LnGrp LOS C A C C A C C B B C B B Approach Vol, veh/h 152 28 773 1096Approach Delay, s/veh 25.0 30.9 13.0 16.5Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s8.5 28.9 10.4 8.5 28.9 6.3Change Period (Y+Rc), s 4.5 6.9 * 5.3 4.5 6.9 4.9Max Green Setting (Gmax), s18.0 27.4 * 27 18.0 27.4 26.0Max Q Clear Time (g_c+I1), s2.6 10.3 5.4 2.8 15.9 2.6Green Ext Time (p_c), s 0.0 5.2 0.3 0.0 6.2 0.1 Intersection Summary HCM 6th Ctrl Delay 16.0HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 13: Espola Rd & Titan Wy/Eden Grove HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 52 0 266 22 0 7 392 455 11 13 436 181 Future Volume (veh/h) 52 0 266 22 0 7 392 455 11 13 436 181 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 84 0 429 35 0 11 632 734 18 21 703 292 Peak Hour Factor 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 108 0 475 46 0 420 723 1583 39 32 908 405 Arrive On Green 0.06 0.00 0.30 0.03 0.00 0.26 0.21 0.45 0.45 0.02 0.26 0.26 Sat Flow, veh/h 1781 0 1585 1781 0 1585 3456 3545 87 1781 3554 1585 Grp Volume(v), veh/h 84 0 429 35 0 11 632 368 384 21 703 292Grp Sat Flow(s),veh/h/ln1781 0 1585 1781 0 1585 1728 1777 1855 1781 1777 1585Q Serve(g_s), s 4.3 0.0 24.0 1.8 0.0 0.5 16.4 13.3 13.4 1.1 17.0 15.5Cycle Q Clear(g_c), s 4.3 0.0 24.0 1.8 0.0 0.5 16.4 13.3 13.4 1.1 17.0 15.5Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 1.00Lane Grp Cap(c), veh/h 108 0 475 46 0 420 723 794 828 32 908 405V/C Ratio(X) 0.78 0.00 0.90 0.77 0.00 0.03 0.87 0.46 0.46 0.65 0.77 0.72Avail Cap(c_a), veh/h 183 0 667 127 0 618 991 956 998 110 1100 491HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh42.8 0.0 31.1 44.7 0.0 25.1 35.4 17.8 17.8 45.1 31.9 31.4Incr Delay (d2), s/veh 4.5 0.0 9.9 9.5 0.0 0.0 5.3 0.5 0.5 8.1 3.1 4.4Initial 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/ln2.0 0.0 10.2 0.9 0.0 0.2 7.3 5.4 5.6 0.5 7.5 6.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 47.3 0.0 40.9 54.2 0.0 25.2 40.7 18.3 18.3 53.1 35.0 35.8LnGrp LOS D A D D A C D B B D C D Approach Vol, veh/h 513 46 1384 1016Approach Delay, s/veh 42.0 47.3 28.5 35.6Approach LOS DDCD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.2 48.2 5.9 32.2 23.8 30.5 9.1 29.0Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s5.7 * 50 6.6 38.9 26.5 28.6 9.5 36.0Max Q Clear Time (g_c+I1), s3.1 15.4 3.8 26.0 18.4 19.0 6.3 2.5Green Ext Time (p_c), s 0.0 6.6 0.0 1.7 1.0 4.7 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 33.6HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 14: Espola Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 275 30 169 11 58 38 662 360 9 7 295 465 Future Volume (veh/h) 275 30 169 11 58 38 662 360 9 7 295 465 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 327 36 201 13 69 45 788 429 11 8 351 554 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 398 399 738 16 113 74 871 997 845 14 560 658 Arrive On Green 0.12 0.21 0.21 0.01 0.11 0.11 0.25 0.53 0.53 0.01 0.30 0.30 Sat Flow, veh/h 3456 1870 1585 1781 1057 689 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 327 36 201 13 0 114 788 429 11 8 351 554Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1746 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 8.6 1.4 7.3 0.7 0.0 5.8 20.6 13.0 0.3 0.4 15.1 28.0Cycle Q Clear(g_c), s 8.6 1.4 7.3 0.7 0.0 5.8 20.6 13.0 0.3 0.4 15.1 28.0Prop In Lane 1.00 1.00 1.00 0.39 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 398 399 738 16 0 187 871 997 845 14 560 658V/C Ratio(X) 0.82 0.09 0.27 0.79 0.00 0.61 0.90 0.43 0.01 0.56 0.63 0.84Avail Cap(c_a), veh/h 459 773 1055 95 0 583 1010 1027 870 95 560 658HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh40.4 29.5 15.3 46.2 0.0 39.9 33.8 13.2 10.3 46.2 28.2 24.6Incr Delay (d2), s/veh 8.8 0.1 0.2 26.4 0.0 3.8 9.5 0.1 0.0 12.1 2.4 9.8Initial 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 0.7 2.6 0.4 0.0 2.7 9.6 5.2 0.1 0.2 7.0 12.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 49.2 29.6 15.5 72.6 0.0 43.7 43.4 13.3 10.3 58.3 30.6 34.4LnGrp LOS D C B E A D D B B E C C Approach Vol, veh/h 564 127 1228 913Approach Delay, s/veh 35.9 46.7 32.6 33.2Approach LOS DDCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.4 26.5 27.1 34.5 15.3 16.6 5.3 56.3Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.0 38.6 27.3 28.0 12.4 31.2 5.0 * 51Max Q Clear Time (g_c+I1), s2.7 9.3 22.6 30.0 10.6 7.8 2.4 15.0Green Ext Time (p_c), s 0.0 1.1 0.9 0.0 0.1 0.7 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 34.1HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 15: Pomerado Rd & Rios Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 3 39 119 21 24 16 581 47 8 953 12 Future Volume (veh/h) 11 3 39 119 21 24 16 581 47 8 953 12 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 11 3 41 124 22 25 17 605 49 8 993 12 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 366 21 281 367 151 171 30 1641 133 15 1742 21 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.02 0.49 0.49 0.01 0.48 0.48 Sat Flow, veh/h 1359 109 1493 1362 799 908 1781 3329 269 1781 3596 43 Grp Volume(v), veh/h 11 0 44 124 0 47 17 322 332 8 491 514Grp Sat Flow(s),veh/h/ln1359 0 1602 1362 0 1707 1781 1777 1822 1781 1777 1863Q Serve(g_s), s 0.3 0.0 1.2 4.3 0.0 1.2 0.5 5.7 5.7 0.2 10.0 10.0Cycle Q Clear(g_c), s 1.5 0.0 1.2 5.4 0.0 1.2 0.5 5.7 5.7 0.2 10.0 10.0Prop In Lane 1.00 0.93 1.00 0.53 1.00 0.15 1.00 0.02Lane Grp Cap(c), veh/h 366 0 302 367 0 322 30 876 898 15 861 902V/C Ratio(X) 0.03 0.00 0.15 0.34 0.00 0.15 0.57 0.37 0.37 0.53 0.57 0.57Avail Cap(c_a), veh/h 922 0 957 943 0 1043 196 1334 1367 196 1358 1424HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh17.9 0.0 17.2 19.5 0.0 17.2 24.8 8.0 8.0 25.1 9.3 9.3Incr Delay (d2), s/veh 0.0 0.0 0.1 0.2 0.0 0.1 6.2 0.3 0.3 10.5 1.1 1.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.4 1.2 0.0 0.4 0.2 1.8 1.8 0.1 3.3 3.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 17.9 0.0 17.3 19.7 0.0 17.3 31.0 8.3 8.3 35.7 10.5 10.4LnGrp LOS B ABBABCAADBB Approach Vol, veh/h 55 171 671 1013Approach Delay, s/veh 17.4 19.0 8.9 10.6Approach LOS BBAB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s4.8 30.9 15.2 5.3 30.5 15.2Change Period (Y+Rc), s 4.4 5.8 5.6 4.4 * 5.8 * 5.6Max Green Setting (Gmax), s5.6 38.2 30.4 5.6 * 39 * 31Max Q Clear Time (g_c+I1), s2.2 7.7 3.5 2.5 12.0 7.4Green Ext Time (p_c), s 0.0 6.0 0.1 0.0 12.6 0.3 Intersection Summary HCM 6th Ctrl Delay 11.0HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 16: Pomerado Rd & Higa Pl/Avenida La Valencia HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 3 7 81 5 45 14 585 47 21 1075 7 Future Volume (veh/h) 8 3 7 81 5 45 14 585 47 21 1075 7 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 9 3 8 90 6 50 16 650 52 23 1194 8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 327 59 159 330 247 209 29 1735 139 39 1905 13 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.02 0.52 0.52 0.02 0.53 0.53 Sat Flow, veh/h 1348 451 1203 1404 1870 1585 1781 3333 266 1781 3619 24 Grp Volume(v), veh/h 9 0 11 90 6 50 16 346 356 23 586 616Grp Sat Flow(s),veh/h/ln1348 0 1654 1404 1870 1585 1781 1777 1822 1781 1777 1866Q Serve(g_s), s 0.3 0.0 0.3 2.8 0.1 1.3 0.4 5.5 5.5 0.6 11.0 11.0Cycle Q Clear(g_c), s 0.4 0.0 0.3 3.1 0.1 1.3 0.4 5.5 5.5 0.6 11.0 11.0Prop In Lane 1.00 0.73 1.00 1.00 1.00 0.15 1.00 0.01Lane Grp Cap(c), veh/h 327 0 218 330 247 209 29 925 949 39 936 983V/C Ratio(X) 0.03 0.00 0.05 0.27 0.02 0.24 0.56 0.37 0.38 0.58 0.63 0.63Avail Cap(c_a), veh/h 1041 0 1094 1074 1238 1049 205 1433 1469 216 1455 1528HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh17.9 0.0 17.8 19.2 17.8 18.3 23.0 6.7 6.7 22.8 7.9 7.9Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 0.2 6.2 0.3 0.3 5.0 0.9 0.9Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.1 0.8 0.1 0.4 0.2 1.5 1.6 0.3 3.1 3.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 18.0 0.0 17.9 19.3 17.8 18.5 29.2 7.0 7.0 27.8 8.8 8.7LnGrp LOS B ABBBBCAACAA Approach Vol, veh/h 20 146 718 1225Approach Delay, s/veh 17.9 19.0 7.5 9.1Approach LOS BBAA Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.4 30.5 11.1 5.2 30.7 11.1Change Period (Y+Rc), s 4.4 6.0 4.9 4.4 * 6 4.9Max Green Setting (Gmax), s5.7 37.9 31.1 5.4 * 39 31.1Max Q Clear Time (g_c+I1), s2.6 7.5 2.4 2.4 13.0 5.1Green Ext Time (p_c), s 0.0 6.6 0.0 0.0 11.8 0.2 Intersection Summary HCM 6th Ctrl Delay 9.3HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 17: Pomerado Rd & Stone Canyon Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 35 8 17 207 5 29 13 588 181 22 1157 33 Future Volume (veh/h) 35 8 17 207 5 29 13 588 181 22 1157 33 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 38 9 18 225 5 32 14 639 197 24 1258 36 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 79 11 599 86 0 599 24 1113 343 36 1493 43 Arrive On Green 0.38 0.38 0.38 0.38 0.38 0.38 0.01 0.42 0.42 0.02 0.42 0.42 Sat Flow, veh/h 0 28 1585 0 0 1585 1781 2675 824 1781 3528 101 Grp Volume(v), veh/h 47 0 18 230 0 32 14 424 412 24 633 661Grp Sat Flow(s),veh/h/ln 28 0 1585 0 0 1585 1781 1777 1722 1781 1777 1852Q Serve(g_s), s 0.0 0.0 0.6 0.0 0.0 1.1 0.6 15.2 15.2 1.1 26.5 26.5Cycle Q Clear(g_c), s 31.3 0.0 0.6 31.3 0.0 1.1 0.6 15.2 15.2 1.1 26.5 26.5Prop In Lane 0.81 1.00 0.98 1.00 1.00 0.48 1.00 0.05Lane Grp Cap(c), veh/h 89 0 599 86 0 599 24 739 716 36 752 784V/C Ratio(X) 0.53 0.00 0.03 2.68 0.00 0.05 0.59 0.57 0.57 0.66 0.84 0.84Avail Cap(c_a), veh/h 89 0 599 86 0 599 112 810 785 120 825 860HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh34.4 0.0 16.2 41.4 0.0 16.4 40.7 18.6 18.6 40.3 21.4 21.4Incr Delay (d2), s/veh 2.9 0.0 0.0 786.4 0.0 0.0 8.4 1.0 1.1 7.3 7.6 7.3Initial 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 0.0 0.2 20.5 0.0 0.4 0.3 6.1 5.9 0.6 11.8 12.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 37.2 0.0 16.2 827.9 0.0 16.4 49.1 19.6 19.7 47.6 29.0 28.8LnGrp LOS D A B F A B D B B D C C Approach Vol, veh/h 65 262 850 1318Approach Delay, s/veh 31.4 728.8 20.1 29.2Approach LOS C F C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.1 40.5 36.3 5.5 41.1 36.3Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 * 5Max Green Setting (Gmax), s5.6 37.8 31.2 5.2 * 39 * 31Max Q Clear Time (g_c+I1), s3.1 17.2 33.3 2.6 28.5 33.3Green Ext Time (p_c), s 0.0 7.2 0.0 0.0 6.6 0.0 Intersection Summary HCM 6th Ctrl Delay 99.6HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 281 5 283 0 0 6 207 587 10 8 1001 432 Future Volume (veh/h) 281 5 283 0 0 6 207 587 10 8 1001 432 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 418 0 214 0 0 7 233 660 11 9 1125 485 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 569 0 253 0 0 8 262 2238 37 16 1190 497 Arrive On Green 0.16 0.00 0.16 0.00 0.00 0.01 0.15 0.63 0.63 0.01 0.49 0.49 Sat Flow, veh/h 3563 0 1585 0 0 1585 1781 3577 60 1781 2443 1021 Grp Volume(v), veh/h 418 0 214 0 0 7 233 328 343 9 809 801Grp Sat Flow(s),veh/h/ln1781 0 1585 0 0 1585 1781 1777 1860 1781 1777 1687Q Serve(g_s), s 11.8 0.0 13.8 0.0 0.0 0.5 13.5 8.9 8.9 0.5 45.1 48.9Cycle Q Clear(g_c), s 11.8 0.0 13.8 0.0 0.0 0.5 13.5 8.9 8.9 0.5 45.1 48.9Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.03 1.00 0.61Lane Grp Cap(c), veh/h 569 0 253 0 0 8 262 1112 1164 16 866 822V/C Ratio(X) 0.73 0.00 0.85 0.00 0.00 0.84 0.89 0.29 0.29 0.57 0.93 0.98Avail Cap(c_a), veh/h 880 0 392 0 0 90 271 1112 1164 86 866 822HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh42.1 0.0 43.0 0.0 0.0 52.3 44.0 9.0 9.0 52.0 25.4 26.4Incr Delay (d2), s/veh 0.7 0.0 5.9 0.0 0.0 100.7 26.5 0.4 0.3 11.7 17.4 25.6Initial 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 0.0 5.8 0.0 0.0 0.4 7.8 3.3 3.5 0.3 22.2 24.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 42.8 0.0 48.9 0.0 0.0 153.0 70.5 9.4 9.4 63.7 42.8 51.9LnGrp LOS D A D A A F EAAEDD Approach Vol, veh/h 632 7 904 1619Approach Delay, s/veh 44.9 153.0 25.1 47.4Approach LOS D F C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.3 72.0 23.4 19.9 57.4 4.6Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s5.1 61.8 26.0 16.0 * 51 6.0Max Q Clear Time (g_c+I1), s2.5 10.9 15.8 15.5 50.9 2.5Green Ext Time (p_c), s 0.0 11.1 1.0 0.0 0.4 0.0 Intersection Summary HCM 6th Ctrl Delay 40.8HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 19: Pomerado Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 231 915 329 13 1106 373 398 606 8 339 636 304 Future Volume (veh/h) 231 915 329 13 1106 373 398 606 8 339 636 304 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 241 953 343 14 1152 389 415 631 8 353 662 0 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 308 1687 606 17 1336 596 485 846 11 421 771 Arrive On Green 0.09 0.46 0.46 0.01 0.38 0.38 0.14 0.24 0.24 0.12 0.22 0.00 Sat Flow, veh/h 3456 3704 1331 1781 3554 1585 3456 3593 46 3456 3554 1585 Grp Volume(v), veh/h 241 876 420 14 1152 389 415 312 327 353 662 0Grp Sat Flow(s),veh/h/ln1728 1702 1631 1781 1777 1585 1728 1777 1862 1728 1777 1585Q Serve(g_s), s 6.9 19.1 19.2 0.8 30.4 20.6 11.9 16.5 16.5 10.1 18.2 0.0Cycle Q Clear(g_c), s 6.9 19.1 19.2 0.8 30.4 20.6 11.9 16.5 16.5 10.1 18.2 0.0Prop In Lane 1.00 0.82 1.00 1.00 1.00 0.02 1.00 1.00Lane Grp Cap(c), veh/h 308 1550 743 17 1336 596 485 419 439 421 771V/C Ratio(X) 0.78 0.56 0.57 0.82 0.86 0.65 0.86 0.75 0.75 0.84 0.86Avail Cap(c_a), veh/h 392 1762 844 88 1611 719 596 517 542 511 946HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh45.2 20.2 20.3 50.1 29.2 26.2 42.6 36.0 36.0 43.6 38.2 0.0Incr Delay (d2), s/veh 5.8 0.1 0.3 27.8 3.8 0.9 8.5 3.3 3.2 8.5 5.8 0.0Initial 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/ln3.2 7.4 7.1 0.5 13.2 7.7 5.6 7.4 7.8 4.8 8.4 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 51.0 20.4 20.5 78.0 33.0 27.1 51.1 39.3 39.1 52.1 44.0 0.0LnGrp LOS D C C E CCDDDDD Approach Vol, veh/h 1537 1555 1054 1015 AApproach Delay, s/veh 25.2 31.9 43.9 46.8Approach LOS CCDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.5 50.7 18.7 26.5 13.5 42.6 16.9 28.4Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.0 52.5 17.5 27.0 11.5 46.0 15.0 29.5Max Q Clear Time (g_c+I1), s2.8 21.2 13.9 20.2 8.9 32.4 12.1 18.5Green Ext Time (p_c), s 0.0 7.3 0.3 1.8 0.1 5.8 0.2 2.0 Intersection Summary HCM 6th Ctrl Delay 35.3HCM 6th LOS D Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 20: Del Norte/Avenida Florencia & Avenida La Valencia HCM 6th AWSC 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_AM.syn Intersection Intersection Delay, s/veh 7.6Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 14 30 6 3 86 5 12 12 2 1 22 28Future Vol, veh/h 14 30 6 3 86 5 12 12 2 1 22 28Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Heavy Vehicles, % 2 22222222222Mvmt Flow 16 34 7 3 99 6 14 14 2 1 25 32Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 7.5 7.7 7.6 7.3HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 46% 28% 3% 2%Vol Thru, % 46% 60% 91% 43%Vol Right, % 8% 12% 5% 55%Sign Control Stop Stop Stop StopTraffic Vol by Lane 26 50 94 51LT Vol 12 14 3 1Through Vol 12 30 86 22RT Vol 2 6 5 28Lane Flow Rate 30 57 108 59Geometry Grp 1111Degree of Util (X) 0.036 0.066 0.123 0.064Departure Headway (Hd) 4.312 4.155 4.107 3.917Convergence, Y/N Yes Yes Yes YesCap 818 854 867 899Service Time 2.404 2.22 2.161 2.006HCM Lane V/C Ratio 0.037 0.067 0.125 0.066HCM Control Delay 7.6 7.5 7.7 7.3HCM Lane LOS AAAAHCM 95th-tile Q 0.1 0.2 0.4 0.2 21: Stone Canyon Rd & Del Norte HCM 6th AWSC 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_AM.syn Intersection Intersection Delay, s/veh 9.3Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 17 182 0 0 196 11104018Future Vol, veh/h 17 182 0 0 196 11104018Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72Heavy Vehicles, % 2 22222222222Mvmt Flow 24 253 0 0 272 11106025Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 9.4 9.3 8.3 7.9HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 50% 9% 0% 18%Vol Thru, % 50% 91% 99% 0%Vol Right, % 0% 0% 1% 82%Sign Control Stop Stop Stop StopTraffic Vol by Lane 2 199 197 22LT Vol 1 17 0 4Through Vol 1 182 196 0RT Vol 0 0 1 18Lane Flow Rate 3 276 274 31Geometry Grp 1111Degree of Util (X) 0.004 0.323 0.319 0.04Departure Headway (Hd) 5.268 4.213 4.196 4.667Convergence, Y/N Yes Yes Yes YesCap 683 840 843 772Service Time 3.271 2.309 2.292 2.667HCM Lane V/C Ratio 0.004 0.329 0.325 0.04HCM Control Delay 8.3 9.4 9.3 7.9HCM Lane LOS AAAAHCM 95th-tile Q 0 1.4 1.4 0.1 22: Martincoit Rd & Stone Canyon Rd HCM 6th AWSC 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_AM.syn Intersection Intersection Delay, s/veh 9.7Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 159 21 51 40 30 121Future Vol, veh/h 159 21 51 40 30 121Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67Heavy Vehicles, % 2 22222Mvmt Flow 237 31 76 60 45 181Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 10.7 9.2 8.9HCM LOS B A A Lane NBLn1EBLn1SBLn1 Vol Left, % 56% 88% 0%Vol Thru, % 44% 0% 20%Vol Right, % 0% 12% 80%Sign Control Stop Stop StopTraffic Vol by Lane 91 180 151LT Vol 51 159 0Through Vol 40 0 30RT Vol 0 21 121Lane Flow Rate 136 269 225Geometry Grp 1 1 1Degree of Util (X) 0.188 0.362 0.27Departure Headway (Hd) 4.98 4.853 4.308Convergence, Y/N Yes Yes YesCap 718 739 832Service Time 3.028 2.902 2.349HCM Lane V/C Ratio 0.189 0.364 0.27HCM Control Delay 9.2 10.7 8.9HCM Lane LOS A B AHCM 95th-tile Q 0.7 1.7 1.1 1: Rancho Bernardo Rd & I-15 SB off-ramp HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1658 853 0 1060 517 0 0 0 315 0 523 Future Volume (veh/h) 0 1658 853 0 1060 517 0 0 0 315 0 523 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1745 898 0 1116 544 332 0 551 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 202 Cap, veh/h 697 3060 950 277 1856 576 399 0 1413 Arrive On Green 0.00 0.60 0.60 0.00 0.73 0.73 0.12 0.00 0.12 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 1745 898 0 1116 544 332 0 551Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 29.1 73.3 0.0 14.8 41.8 13.2 0.0 0.0Cycle Q Clear(g_c), s 0.0 29.1 73.3 0.0 14.8 41.8 13.2 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 697 3060 950 277 1856 576 399 0 1413V/C Ratio(X) 0.00 0.57 0.95 0.00 0.60 0.94 0.83 0.00 0.39Avail Cap(c_a), veh/h 697 3231 1003 277 2830 879 479 0 1477HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 0.00 1.00 1.00 0.00 0.86 0.86 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 17.1 25.9 0.0 14.2 17.9 60.6 0.0 21.2Incr Delay (d2), s/veh 0.0 0.8 18.6 0.0 1.2 23.5 8.8 0.0 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.0 10.8 29.8 0.0 4.0 10.6 6.2 0.0 10.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 17.9 44.6 0.0 15.4 41.3 69.4 0.0 21.3LnGrp LOS A B D A B D E A C Approach Vol, veh/h 2643 1660 883Approach Delay, s/veh 26.9 23.9 39.4Approach LOS C C D Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 27.4 90.3 22.3 60.4 57.3Change Period (Y+Rc), s 5.7 * 6.4 6.1 5.7 * 6.4Max Green Setting (Gmax), s 15.0 * 89 19.4 24.8 * 78Max Q Clear Time (g_c+I1), s 0.0 75.3 15.2 0.0 43.8Green Ext Time (p_c), s 0.0 8.6 1.0 0.0 7.1 Intersection Summary HCM 6th Ctrl Delay 28.1HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2: I-15 NB off-ramp & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1136 837 0 986 501 591 0 514 0 0 0 Future Volume (veh/h) 0 1136 837 0 986 501 591 0 514 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1171 863 0 1016 516 609 0 530 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222202 Cap, veh/h 121 2334 725 382 3082 957 686 0 1152 Arrive On Green 0.00 0.91 0.91 0.00 0.60 0.60 0.20 0.00 0.20 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 1171 863 0 1016 516 609 0 530Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 5.1 64.0 0.0 13.8 26.8 24.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 5.1 64.0 0.0 13.8 26.8 24.0 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 121 2334 725 382 3082 957 686 0 1152V/C Ratio(X) 0.00 0.50 1.19 0.00 0.33 0.54 0.89 0.00 0.46Avail Cap(c_a), veh/h 121 2334 725 382 3082 957 827 0 1265HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.87 0.87 0.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 3.5 6.0 0.0 13.7 16.3 54.6 0.0 29.8Incr Delay (d2), s/veh 0.0 0.7 97.8 0.0 0.3 2.2 9.1 0.0 0.1Initial 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 1.3 21.9 0.0 5.2 9.8 11.1 0.0 6.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 4.1 103.8 0.0 14.0 18.5 63.6 0.0 29.9LnGrp LOS A A F ABBEAC Approach Vol, veh/h 2034 1532 1139Approach Delay, s/veh 46.4 15.5 47.9Approach LOS D B D Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s35.7 70.4 15.2 90.9 33.9Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4 6.1Max Green Setting (Gmax), s24.3 * 64 5.0 * 85 33.5Max Q Clear Time (g_c+I1), s0.0 66.0 0.0 28.8 26.0Green Ext Time (p_c), s 0.0 0.0 0.0 6.4 1.8 Intersection Summary HCM 6th Ctrl Delay 36.7HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 3: Bernardo Center Dr & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 315 907 397 128 673 143 505 453 240 183 261 274 Future Volume (veh/h) 315 907 397 128 673 143 505 453 240 183 261 274 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 328 945 414 133 701 149 526 472 250 191 272 285 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 399 1320 559 199 870 185 587 642 338 265 683 482 Arrive On Green 0.11 0.35 0.35 0.06 0.30 0.30 0.17 0.29 0.29 0.08 0.19 0.19 Sat Flow, veh/h 3563 3741 1585 3456 2916 619 3456 2250 1184 3456 3554 1585 Grp Volume(v), veh/h 328 945 414 133 427 423 526 372 350 191 272 285Grp Sat Flow(s),veh/h/ln1781 1870 1585 1728 1777 1759 1728 1777 1657 1728 1777 1585Q Serve(g_s), s 8.3 20.1 21.0 3.5 20.4 20.4 13.7 17.4 17.6 5.0 6.1 14.0Cycle Q Clear(g_c), s 8.3 20.1 21.0 3.5 20.4 20.4 13.7 17.4 17.6 5.0 6.1 14.0Prop In Lane 1.00 1.00 1.00 0.35 1.00 0.71 1.00 1.00Lane Grp Cap(c), veh/h 399 1320 559 199 530 525 587 507 473 265 683 482V/C Ratio(X) 0.82 0.72 0.74 0.67 0.81 0.81 0.90 0.73 0.74 0.72 0.40 0.59Avail Cap(c_a), veh/h 411 1535 651 218 654 647 587 865 806 433 1547 868HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh39.9 25.7 26.0 42.4 29.8 29.8 37.3 29.7 29.7 41.4 32.5 27.1Incr Delay (d2), s/veh 11.4 1.6 4.5 5.0 4.8 4.9 16.0 0.8 0.9 1.4 0.1 0.4Initial 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/ln4.2 8.9 8.3 1.6 9.2 9.1 7.0 7.3 6.9 2.1 2.6 5.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 51.3 27.4 30.5 47.4 34.6 34.7 53.3 30.5 30.6 42.8 32.6 27.5LnGrp LOS D CCDCCDCCDCC Approach Vol, veh/h 1687 983 1248 748Approach Delay, s/veh 32.8 36.4 40.1 33.3Approach LOS CDDC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s9.7 38.6 20.0 23.6 14.7 33.6 11.4 32.1Change Period (Y+Rc), s 4.4 6.2 4.4 5.9 4.4 * 6.2 4.4 * 5.9Max Green Setting (Gmax), s5.8 37.7 15.6 40.0 10.6 * 34 11.5 * 45Max Q Clear Time (g_c+I1), s5.5 23.0 15.7 16.0 10.3 22.4 7.0 19.6Green Ext Time (p_c), s 0.0 9.4 0.0 1.7 0.0 2.9 0.1 3.2 Intersection Summary HCM 6th Ctrl Delay 35.6HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 4: Pomerado Rd & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 285 659 184 145 459 311 271 838 106 237 313 196 Future Volume (veh/h) 285 659 184 145 459 311 271 838 106 237 313 196 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 297 686 192 151 478 324 282 873 110 247 326 204 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 326 823 230 180 777 347 341 1006 127 307 659 404 Arrive On Green 0.18 0.30 0.30 0.10 0.22 0.22 0.10 0.32 0.32 0.09 0.31 0.31 Sat Flow, veh/h 1781 2742 767 1781 3554 1585 3456 3175 400 3456 2118 1296 Grp Volume(v), veh/h 297 444 434 151 478 324 282 489 494 247 272 258Grp Sat Flow(s),veh/h/ln1781 1777 1732 1781 1777 1585 1728 1777 1798 1728 1777 1637Q Serve(g_s), s 17.5 24.9 24.9 8.9 13.0 16.1 8.6 27.7 27.7 7.5 13.3 13.7Cycle Q Clear(g_c), s 17.5 24.9 24.9 8.9 13.0 16.1 8.6 27.7 27.7 7.5 13.3 13.7Prop In Lane 1.00 0.44 1.00 1.00 1.00 0.22 1.00 0.79Lane Grp Cap(c), veh/h 326 534 520 180 777 347 341 563 570 307 553 510V/C Ratio(X) 0.91 0.83 0.83 0.84 0.61 0.93 0.83 0.87 0.87 0.80 0.49 0.51Avail Cap(c_a), veh/h 344 690 673 227 1135 506 343 601 608 311 576 530HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh42.8 34.9 34.9 47.1 37.7 23.1 47.2 34.4 34.4 47.7 29.9 30.0Incr Delay (d2), s/veh 26.0 7.1 7.3 16.2 0.8 19.6 14.2 13.2 13.1 13.1 1.0 1.2Initial 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/ln9.8 11.4 11.1 4.7 5.6 7.6 4.3 13.5 13.6 3.7 5.7 5.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 68.8 41.9 42.2 63.3 38.5 42.7 61.5 47.6 47.4 60.8 30.9 31.2LnGrp LOS E D D E D D E D D E C C Approach Vol, veh/h 1175 953 1265 777Approach Delay, s/veh 48.8 43.9 50.6 40.5Approach LOS DDDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s15.2 38.0 15.0 38.7 23.9 29.3 14.9 38.7Change Period (Y+Rc), s 4.4 * 5.9 4.4 5.4 4.4 5.9 5.4 * 4.9Max Green Setting (Gmax), s13.6 * 42 10.6 34.6 20.6 34.1 9.6 * 36Max Q Clear Time (g_c+I1), s10.9 26.9 10.6 15.7 19.5 18.1 9.5 29.7Green Ext Time (p_c), s 0.0 5.1 0.0 4.4 0.1 3.9 0.0 4.1 Intersection Summary HCM 6th Ctrl Delay 46.7HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_PM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1062 23 16 888 19 11 Future Volume (veh/h) 1062 23 16 888 19 11 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1130 24 17 945 20 11 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 1.00 Percent Heavy Veh, % 2 22222 Cap, veh/h 2002 43 31 2489 52 47 Arrive On Green 0.56 0.56 0.02 0.70 0.03 0.03 Sat Flow, veh/h 3652 76 1781 3647 1781 1585 Grp Volume(v), veh/h 564 590 17 945 20 11Grp Sat Flow(s),veh/h/ln1777 1857 1781 1777 1781 1585Q Serve(g_s), s 7.6 7.6 0.4 4.1 0.4 0.3Cycle Q Clear(g_c), s 7.6 7.6 0.4 4.1 0.4 0.3Prop In Lane 0.04 1.00 1.00 1.00Lane Grp Cap(c), veh/h1000 1045 31 2489 52 47V/C Ratio(X) 0.56 0.56 0.55 0.38 0.38 0.24Avail Cap(c_a), veh/h 2496 2608 310 6038 1258 1120HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 5.2 5.2 18.2 2.3 17.8 17.7Incr Delay (d2), s/veh 0.6 0.6 5.6 0.1 1.7 1.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.2 1.2 0.2 0.0 0.2 0.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 5.8 5.8 23.8 2.4 19.5 18.7LnGrp LOS A A C A B B Approach Vol, veh/h 1154 962 31Approach Delay, s/veh 5.8 2.8 19.2Approach LOS A A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s5.1 26.5 31.7 5.7Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s6.5 52.5 63.5 26.4Max Q Clear Time (g_c+I1), s2.4 9.6 6.1 2.4Green Ext Time (p_c), s 0.0 11.4 9.8 0.0 Intersection Summary HCM 6th Ctrl Delay 4.7HCM 6th LOS A 6: Avenida Florencia & Espola Rd HCM 6th TWSC 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_PM.syn Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 999 25 31 864 19 36Future Vol, veh/h 999 25 31 864 19 36Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 22222Mvmt Flow 1052 26 33 909 20 38 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1078 0 1573 526 Stage 1 - - - - 1052 - Stage 2 - - - - 521 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 643 - 101 496 Stage 1 - - - - 297 - Stage 2 - - - - 561 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 643 - 96 496Mov Cap-2 Maneuver - - - - 206 - Stage 1 - - - - 282 - Stage 2 - - - - 561 - Approach EB WB NB HCM Control Delay, s 0 0.4 18HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 334 - - 643 -HCM Lane V/C Ratio 0.173 - - 0.051 -HCM Control Delay (s) 18 - - 10.9 -HCM Lane LOS C - - B -HCM 95th %tile Q(veh) 0.6 - - 0.2 - 7: Valle Verde Rd & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 296 712 20 17 617 70 17 12 9 55 7 255 Future Volume (veh/h) 296 712 20 17 617 70 17 12 9 55 7 255 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 312 749 21 18 649 74 18 13 9 58 7 268 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 366 1679 47 46 951 108 25 18 13 297 312 590 Arrive On Green 0.21 0.48 0.48 0.03 0.30 0.30 0.03 0.03 0.03 0.17 0.17 0.17 Sat Flow, veh/h 1781 3530 99 1781 3215 366 792 572 396 1781 1870 1585 Grp Volume(v), veh/h 312 377 393 18 358 365 40 0 0 58 7 268Grp Sat Flow(s),veh/h/ln 1781 1777 1853 1781 1777 1804 1760 0 0 1781 1870 1585Q Serve(g_s), s 11.0 9.2 9.2 0.6 11.5 11.6 1.5 0.0 0.0 1.8 0.2 8.3Cycle Q Clear(g_c), s 11.0 9.2 9.2 0.6 11.5 11.6 1.5 0.0 0.0 1.8 0.2 8.3Prop In Lane 1.00 0.05 1.00 0.20 0.45 0.22 1.00 1.00Lane Grp Cap(c), veh/h 366 845 881 46 526 534 56 0 0 297 312 590V/C Ratio(X) 0.85 0.45 0.45 0.39 0.68 0.68 0.72 0.00 0.00 0.20 0.02 0.45Avail Cap(c_a), veh/h 889 1686 1758 189 988 1003 596 0 0 823 864 1058HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 24.8 11.3 11.3 31.1 20.2 20.2 31.1 0.0 0.0 23.3 22.6 15.4Incr Delay (d2), s/veh 2.2 0.4 0.4 2.0 1.9 1.9 18.7 0.0 0.0 0.1 0.0 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 4.5 3.2 3.4 0.3 4.7 4.8 0.9 0.0 0.0 0.7 0.1 2.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 27.1 11.8 11.8 33.2 22.0 22.0 49.8 0.0 0.0 23.4 22.6 15.6LnGrp LOS C B B CCCDAACCB Approach Vol, veh/h 1082 741 40 333Approach Delay, s/veh 16.2 22.3 49.8 17.1Approach LOS B C D B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.3 37.4 16.1 16.9 25.7 6.2Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 61.6 * 30 32.4 36.1 22.0Max Q Clear Time (g_c+I1), s 2.6 11.2 10.3 13.0 13.6 3.5Green Ext Time (p_c), s 0.0 7.1 0.6 0.4 5.6 0.1 Intersection Summary HCM 6th Ctrl Delay 19.0HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8: Valle Verde Rd & St Andrews Dr HCM 6th TWSC 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_PM.syn Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 2 2 29 58 3 2 24 266 87 1 238 6Future Vol, veh/h 2 2 29 58 3 2 24 266 87 1 238 6Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91Heavy Vehicles, % 2 22222222222Mvmt Flow 2 2 32 64 3 2 26 292 96 1 262 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 659 704 262 629 615 292 269 0 0 388 0 0 Stage 1 264 264 - 344 344 ------- Stage 2 395 440 - 285 271 -------Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -Pot Cap-1 Maneuver 377 361 777 395 407 747 1295 - - 1170 - - Stage 1 741 690 - 671 637 ------- Stage 2 630 578 - 722 685 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 368 353 777 371 398 747 1295 - - 1170 - -Mov Cap-2 Maneuver 368 353 - 371 398 ------- Stage 1 726 689 - 658 624 ------- Stage 2 612 566 - 690 684 ------- Approach EB WB NB SB HCM Control Delay, s 10.4 16.6 0.5 0HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1295 - - 360 777 372 747 1170 - -HCM Lane V/C Ratio 0.02 - - 0.012 0.041 0.18 0.003 0.001 - -HCM Control Delay (s) 7.8 - - 15.1 9.8 16.8 9.8 8.1 - -HCM Lane LOS A - - C A C A A - -HCM 95th %tile Q(veh) 0.1 - - 0 0.1 0.6 0 0 - - 9: Martincoit Rd & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_PM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 727 48 21 630 71 37 Future Volume (veh/h) 727 48 21 630 71 37 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 765 51 22 663 75 39 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 Cap, veh/h 1407 94 39 1937 208 220 Arrive On Green 0.42 0.42 0.02 0.55 0.12 0.12 Sat Flow, veh/h 3475 225 1781 3647 1781 1585 Grp Volume(v), veh/h 402 414 22 663 75 39Grp Sat Flow(s),veh/h/ln 1777 1830 1781 1777 1781 1585Q Serve(g_s), s 5.8 5.8 0.4 3.5 1.3 0.7Cycle Q Clear(g_c), s 5.8 5.8 0.4 3.5 1.3 0.7Prop In Lane 0.12 1.00 1.00 1.00Lane Grp Cap(c), veh/h 739 761 39 1937 208 220V/C Ratio(X) 0.54 0.54 0.56 0.34 0.36 0.18Avail Cap(c_a), veh/h 2029 2090 391 5218 1538 1403HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 7.4 7.4 16.3 4.3 13.7 12.8Incr Delay (d2), s/veh 0.8 0.7 4.5 0.1 0.4 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.1 1.2 0.2 0.3 0.4 0.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 8.2 8.2 20.9 4.4 14.1 13.0LnGrp LOS A A C A B B Approach Vol, veh/h 816 685 114Approach Delay, s/veh 8.2 4.9 13.7Approach LOS A A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 4.3 20.5 24.9 8.8Change Period (Y+Rc), s 3.6 6.5 6.5 4.9Max Green Setting (Gmax), s 7.4 38.5 49.5 29.1Max Q Clear Time (g_c+I1), s 2.4 7.8 5.5 3.3Green Ext Time (p_c), s 0.0 6.3 5.7 0.1 Intersection Summary HCM 6th Ctrl Delay 7.2HCM 6th LOS A 10: Espola Rd & Cloudcroft Dr HCM 6th TWSC 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_PM.syn Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 46 719 610 19 13 28Future Vol, veh/h 46 719 610 19 13 28Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 94 94 94 94 94 94Heavy Vehicles, % 2 22222Mvmt Flow 49 765 649 20 14 30 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 669 0 - 0 1522 335 Stage 1 - - - - 659 - Stage 2 - - - - 863 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 919 - - - 119 662 Stage 1 - - - - 477 - Stage 2 - - - - 412 -Platoon blocked, % - - -Mov Cap-1 Maneuver 919 - - - 113 662Mov Cap-2 Maneuver - - - - 235 - Stage 1 - - - - 452 - Stage 2 - - - - 412 - Approach EB WB SB HCM Control Delay, s 0.5 0 14.6HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 919 - - - 420HCM Lane V/C Ratio 0.053 - - - 0.104HCM Control Delay (s) 9.1 - - - 14.6HCM Lane LOS A - - - BHCM 95th %tile Q(veh) 0.2 - - - 0.3 11: Old Coach Rd & Espola Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 63 662 31 0 563 16 14 0 0 17 1 77 Future Volume (veh/h) 63 662 31 0 563 16 14 0 0 17 1 77 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 70 736 34 0 626 18 16 0 0 19 1 86 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 101 1846 85 5 1280 37 29 139 0 34 1 121 Arrive On Green 0.06 0.53 0.53 0.00 0.36 0.36 0.02 0.00 0.00 0.02 0.08 0.08 Sat Flow, veh/h 1781 3459 160 1781 3528 101 1781 1870 0 1781 18 1570 Grp Volume(v), veh/h 70 378 392 0 315 329 16 0 0 19 0 87Grp Sat Flow(s),veh/h/ln 1781 1777 1842 1781 1777 1852 1781 1870 0 1781 0 1588Q Serve(g_s), s 1.3 4.4 4.4 0.0 4.8 4.8 0.3 0.0 0.0 0.4 0.0 1.9Cycle Q Clear(g_c), s 1.3 4.4 4.4 0.0 4.8 4.8 0.3 0.0 0.0 0.4 0.0 1.9Prop In Lane 1.00 0.09 1.00 0.05 1.00 0.00 1.00 0.99Lane Grp Cap(c), veh/h 101 949 983 5 645 672 29 139 0 34 0 123V/C Ratio(X) 0.70 0.40 0.40 0.00 0.49 0.49 0.55 0.00 0.00 0.55 0.00 0.71Avail Cap(c_a), veh/h 612 1909 1979 281 1578 1645 306 1286 0 306 0 1092HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00Uniform Delay (d), s/veh 16.2 4.8 4.8 0.0 8.6 8.6 17.0 0.0 0.0 17.0 0.0 15.7Incr Delay (d2), s/veh 3.2 0.4 0.4 0.0 0.8 0.8 5.7 0.0 0.0 5.1 0.0 5.5Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.5 0.9 0.9 0.0 1.4 1.5 0.2 0.0 0.0 0.2 0.0 0.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 19.4 5.2 5.2 0.0 9.4 9.4 22.8 0.0 0.0 22.0 0.0 21.2LnGrp LOS BAAAAACAACAC Approach Vol, veh/h 840 644 16 106Approach Delay, s/veh 6.4 9.4 22.8 21.4Approach LOS A A C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 0.0 23.6 4.6 6.7 6.0 17.7 4.7 6.6Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 4.0 5.0 4.0 4.0Max Green Setting (Gmax), s 5.5 37.5 6.0 24.0 12.0 31.0 6.0 24.0Max Q Clear Time (g_c+I1), s 0.0 6.4 2.3 3.9 3.3 6.8 2.4 0.0Green Ext Time (p_c), s 0.0 7.9 0.0 0.3 0.0 5.9 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 8.8HCM 6th LOS A 12: Espola Rd & Lake Poway Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 36 2 11 56 5 43 20 488 13 6 596 29 Future Volume (veh/h) 36 2 11 56 5 43 20 488 13 6 596 29 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 38 2 11 58 5 45 21 508 14 6 621 30 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 75 11 58 110 9 106 163 1073 30 163 1048 51 Arrive On Green 0.04 0.04 0.04 0.07 0.07 0.07 0.09 0.30 0.30 0.09 0.30 0.30 Sat Flow, veh/h 1781 250 1373 1646 142 1585 1781 3532 97 1781 3451 167 Grp Volume(v), veh/h 38 0 13 63 0 45 21 255 267 6 319 332Grp Sat Flow(s),veh/h/ln1781 0 1623 1788 0 1585 1781 1777 1853 1781 1777 1840Q Serve(g_s), s 0.9 0.0 0.3 1.5 0.0 1.2 0.5 5.1 5.1 0.1 6.7 6.7Cycle Q Clear(g_c), s 0.9 0.0 0.3 1.5 0.0 1.2 0.5 5.1 5.1 0.1 6.7 6.7Prop In Lane 1.00 0.85 0.92 1.00 1.00 0.05 1.00 0.09Lane Grp Cap(c), veh/h 75 0 69 120 0 106 163 540 563 163 540 559V/C Ratio(X) 0.50 0.00 0.19 0.53 0.00 0.42 0.13 0.47 0.47 0.04 0.59 0.59Avail Cap(c_a), veh/h 1107 0 1009 1070 0 949 739 1108 1156 735 1104 1144HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh20.4 0.0 20.2 19.7 0.0 19.5 18.2 12.3 12.3 18.0 12.9 12.9Incr Delay (d2), s/veh 1.9 0.0 0.5 3.6 0.0 2.7 0.1 0.8 0.7 0.0 1.3 1.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.4 0.0 0.1 0.7 0.0 0.5 0.2 1.8 1.8 0.1 2.3 2.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 22.4 0.0 20.7 23.2 0.0 22.2 18.3 13.1 13.1 18.1 14.1 14.1LnGrp LOS C A C C A C BBBBBB Approach Vol, veh/h 51 108 543 657Approach Delay, s/veh 21.9 22.8 13.3 14.2Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s8.5 20.1 7.1 8.5 20.1 7.8Change Period (Y+Rc), s 4.5 6.9 * 5.3 4.5 6.9 4.9Max Green Setting (Gmax), s18.0 27.2 * 27 18.1 27.1 26.1Max Q Clear Time (g_c+I1), s2.1 7.1 2.9 2.5 8.7 3.5Green Ext Time (p_c), s 0.0 3.7 0.1 0.0 4.6 0.4 Intersection Summary HCM 6th Ctrl Delay 14.8HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 13: Espola Rd & Titan Wy/Eden Grove HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 1 94 9 3 5 112 529 11 9 662 71 Future Volume (veh/h) 37 1 94 9 3 5 112 529 11 9 662 71 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 42 1 106 10 3 6 126 594 12 10 744 80 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 65 2 161 19 43 85 245 1572 32 19 1353 604 Arrive On Green 0.04 0.10 0.10 0.01 0.08 0.08 0.07 0.44 0.44 0.01 0.38 0.38 Sat Flow, veh/h 1781 15 1572 1781 557 1113 3456 3562 72 1781 3554 1585 Grp Volume(v), veh/h 42 0 107 10 0 9 126 296 310 10 744 80Grp Sat Flow(s),veh/h/ln1781 0 1587 1781 0 1670 1728 1777 1857 1781 1777 1585Q Serve(g_s), s 1.0 0.0 2.9 0.2 0.0 0.2 1.6 5.0 5.0 0.2 7.3 1.5Cycle Q Clear(g_c), s 1.0 0.0 2.9 0.2 0.0 0.2 1.6 5.0 5.0 0.2 7.3 1.5Prop In Lane 1.00 0.99 1.00 0.67 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 65 0 163 19 0 128 245 784 820 19 1353 604V/C Ratio(X) 0.65 0.00 0.66 0.54 0.00 0.07 0.51 0.38 0.38 0.54 0.55 0.13Avail Cap(c_a), veh/h 340 0 1371 260 0 1368 892 1970 2059 260 3517 1569HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh21.2 0.0 19.2 21.9 0.0 19.1 20.0 8.3 8.3 21.9 10.8 9.0Incr Delay (d2), s/veh 4.0 0.0 1.7 8.6 0.0 0.1 0.6 0.4 0.3 8.6 0.4 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.5 0.0 1.0 0.1 0.0 0.1 0.6 1.5 1.6 0.1 2.3 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 25.2 0.0 20.9 30.6 0.0 19.2 20.6 8.7 8.7 30.6 11.2 9.1LnGrp LOS C A C C A B C A A C B A Approach Vol, veh/h 149 19 732 834Approach Delay, s/veh 22.1 25.2 10.7 11.3Approach LOS C C B B Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.0 26.6 4.0 9.1 7.7 23.9 5.1 7.9Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s6.5 * 49 6.5 38.5 11.5 44.1 8.5 36.5Max Q Clear Time (g_c+I1), s2.2 7.0 2.2 4.9 3.6 9.3 3.0 2.2Green Ext Time (p_c), s 0.0 5.1 0.0 0.4 0.1 7.7 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 12.1HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 14: Espola Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 409 49 562 10 31 7 297 345 12 16 414 391 Future Volume (veh/h) 409 49 562 10 31 7 297 345 12 16 414 391 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 431 52 592 11 33 7 313 363 13 17 436 412 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 511 685 760 14 338 72 391 690 585 27 528 682 Arrive On Green 0.15 0.37 0.37 0.01 0.23 0.23 0.11 0.37 0.37 0.02 0.28 0.28 Sat Flow, veh/h 3456 1870 1585 1781 1496 317 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 431 52 592 11 0 40 313 363 13 17 436 412Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1813 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 11.1 1.7 28.4 0.6 0.0 1.6 8.1 13.9 0.5 0.9 20.0 18.3Cycle Q Clear(g_c), s 11.1 1.7 28.4 0.6 0.0 1.6 8.1 13.9 0.5 0.9 20.0 18.3Prop In Lane 1.00 1.00 1.00 0.17 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 511 685 760 14 0 410 391 690 585 27 528 682V/C Ratio(X) 0.84 0.08 0.78 0.77 0.00 0.10 0.80 0.53 0.02 0.62 0.83 0.60Avail Cap(c_a), veh/h 672 956 990 97 0 674 551 875 741 103 664 797HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh38.0 18.9 19.8 45.3 0.0 28.0 39.6 22.6 18.4 44.8 30.7 20.1Incr Delay (d2), s/veh 5.9 0.1 3.3 27.2 0.0 0.1 3.6 0.2 0.0 8.3 7.3 1.1Initial 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 0.7 10.5 0.4 0.0 0.7 3.6 6.0 0.2 0.4 9.8 6.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 43.9 19.0 23.1 72.5 0.0 28.1 43.2 22.8 18.4 53.1 38.0 21.2LnGrp LOS D B C E A C D C B D D C Approach Vol, veh/h 1075 51 689 865Approach Delay, s/veh 31.2 37.7 32.0 30.3Approach LOS CDCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.2 40.1 13.9 32.3 18.0 27.3 5.9 40.3Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.0 46.8 14.6 32.5 17.8 34.0 5.3 * 43Max Q Clear Time (g_c+I1), s2.6 30.4 10.1 22.0 13.1 3.6 2.9 15.9Green Ext Time (p_c), s 0.0 3.1 0.3 3.9 0.4 0.2 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 31.3HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 15: Pomerado Rd & Rios Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 14 13 41 13 14 27 1235 82 25 582 33 Future Volume (veh/h) 11 14 13 41 13 14 27 1235 82 25 582 33 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 12 15 14 44 14 15 29 1314 87 27 619 35 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 307 130 121 307 121 129 46 1874 124 43 1889 107 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.03 0.55 0.55 0.02 0.55 0.55 Sat Flow, veh/h 1381 890 831 1381 826 885 1781 3383 224 1781 3419 193 Grp Volume(v), veh/h 12 0 29 44 0 29 29 689 712 27 321 333Grp Sat Flow(s),veh/h/ln1381 0 1721 1381 0 1711 1781 1777 1830 1781 1777 1836Q Serve(g_s), s 0.4 0.0 0.8 1.6 0.0 0.8 0.9 16.2 16.3 0.9 5.7 5.7Cycle Q Clear(g_c), s 1.3 0.0 0.8 2.5 0.0 0.8 0.9 16.2 16.3 0.9 5.7 5.7Prop In Lane 1.00 0.48 1.00 0.52 1.00 0.12 1.00 0.11Lane Grp Cap(c), veh/h 307 0 251 307 0 250 46 984 1014 43 982 1014V/C Ratio(X) 0.04 0.00 0.12 0.14 0.00 0.12 0.63 0.70 0.70 0.62 0.33 0.33Avail Cap(c_a), veh/h 790 0 853 806 0 869 180 1252 1290 168 1262 1303HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh21.8 0.0 21.3 22.3 0.0 21.3 27.6 9.3 9.3 27.7 7.0 7.0Incr Delay (d2), s/veh 0.0 0.0 0.1 0.1 0.0 0.1 5.2 1.5 1.5 5.3 0.4 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.3 0.5 0.0 0.3 0.4 5.2 5.3 0.4 1.8 1.8Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 21.8 0.0 21.3 22.4 0.0 21.3 32.9 10.8 10.8 33.0 7.4 7.4LnGrp LOS C A C C A C C B B C A A Approach Vol, veh/h 41 73 1430 681Approach Delay, s/veh 21.5 22.0 11.3 8.4Approach LOS C C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.8 37.5 14.0 5.9 37.5 14.0Change Period (Y+Rc), s 4.4 5.8 5.6 4.4 * 5.8 * 5.6Max Green Setting (Gmax), s5.4 40.4 28.4 5.8 * 41 * 29Max Q Clear Time (g_c+I1), s2.9 18.3 3.3 2.9 7.7 4.5Green Ext Time (p_c), s 0.0 13.5 0.1 0.0 8.1 0.1 Intersection Summary HCM 6th Ctrl Delay 10.9HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 16: Pomerado Rd & Higa Pl/Avenida La Valencia HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 8 8 48 8 28 12 1372 99 38 581 7 Future Volume (veh/h) 11 8 8 48 8 28 12 1372 99 38 581 7 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 12 9 9 51 9 30 13 1460 105 40 618 7 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 268 91 91 263 198 168 23 1976 141 59 2187 25 Arrive On Green 0.11 0.11 0.11 0.11 0.11 0.11 0.01 0.59 0.59 0.03 0.61 0.61 Sat Flow, veh/h 1368 858 858 1395 1870 1585 1781 3363 241 1781 3599 41 Grp Volume(v), veh/h 12 0 18 51 9 30 13 768 797 40 305 320Grp Sat Flow(s),veh/h/ln1368 0 1716 1395 1870 1585 1781 1777 1827 1781 1777 1863Q Serve(g_s), s 0.4 0.0 0.5 1.9 0.2 1.0 0.4 17.6 17.8 1.2 4.5 4.6Cycle Q Clear(g_c), s 0.7 0.0 0.5 2.4 0.2 1.0 0.4 17.6 17.8 1.2 4.5 4.6Prop In Lane 1.00 0.50 1.00 1.00 1.00 0.13 1.00 0.02Lane Grp Cap(c), veh/h 268 0 181 263 198 168 23 1044 1074 59 1080 1132V/C Ratio(X) 0.04 0.00 0.10 0.19 0.05 0.18 0.56 0.74 0.74 0.68 0.28 0.28Avail Cap(c_a), veh/h 884 0 954 891 1040 881 172 1204 1238 182 1223 1282HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh22.8 0.0 22.6 23.7 22.5 22.8 27.4 8.4 8.4 26.7 5.2 5.2Incr Delay (d2), s/veh 0.0 0.0 0.1 0.1 0.0 0.2 7.5 2.3 2.3 5.0 0.2 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.2 0.6 0.1 0.3 0.2 5.4 5.7 0.6 1.2 1.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 22.8 0.0 22.7 23.8 22.5 23.0 35.0 10.7 10.8 31.7 5.4 5.4LnGrp LOS C A CCCCCBBCAA Approach Vol, veh/h 30 90 1578 665Approach Delay, s/veh 22.7 23.4 10.9 7.0Approach LOS C C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.3 38.9 10.8 5.1 40.0 10.8Change Period (Y+Rc), s 4.4 6.0 4.9 4.4 * 6 4.9Max Green Setting (Gmax), s5.7 37.9 31.1 5.4 * 39 31.1Max Q Clear Time (g_c+I1), s3.2 19.8 2.7 2.4 6.6 4.4Green Ext Time (p_c), s 0.0 13.0 0.0 0.0 5.5 0.1 Intersection Summary HCM 6th Ctrl Delay 10.4HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 17: Pomerado Rd & Stone Canyon Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 74 25 14 111 2 27 20 1478 187 23 661 30 Future Volume (veh/h) 74 25 14 111 2 27 20 1478 187 23 661 30 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 80 27 15 121 2 29 22 1607 203 25 718 33 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 72 15 566 82 1 566 34 1414 176 37 1545 71 Arrive On Green 0.36 0.36 0.36 0.36 0.36 0.36 0.02 0.44 0.44 0.02 0.45 0.45 Sat Flow, veh/h 0 41 1585 0 2 1585 1781 3181 395 1781 3460 159 Grp Volume(v), veh/h 107 0 15 123 0 29 22 886 924 25 369 382Grp Sat Flow(s),veh/h/ln 41 0 1585 2 0 1585 1781 1777 1799 1781 1777 1842Q Serve(g_s), s 0.0 0.0 0.5 0.0 0.0 1.0 1.1 38.6 38.6 1.2 12.6 12.6Cycle Q Clear(g_c), s 31.0 0.0 0.5 31.0 0.0 1.0 1.1 38.6 38.6 1.2 12.6 12.6Prop In Lane 0.75 1.00 0.98 1.00 1.00 0.22 1.00 0.09Lane Grp Cap(c), veh/h 87 0 566 83 0 566 34 790 800 37 793 822V/C Ratio(X) 1.23 0.00 0.03 1.48 0.00 0.05 0.65 1.12 1.15 0.67 0.46 0.46Avail Cap(c_a), veh/h 87 0 566 83 0 566 111 790 800 105 793 822HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh38.3 0.0 18.1 43.1 0.0 18.3 42.3 24.1 24.1 42.2 16.8 16.8Incr Delay (d2), s/veh 170.4 0.0 0.0 270.5 0.0 0.0 7.6 71.1 83.5 7.6 0.5 0.5Initial 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/ln6.0 0.0 0.2 8.0 0.0 0.4 0.5 30.6 33.7 0.6 5.0 5.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 208.7 0.0 18.1 313.6 0.0 18.3 49.9 95.2 107.6 49.8 17.3 17.3LnGrp LOS F A B F A B D F F D B B Approach Vol, veh/h 122 152 1832 776Approach Delay, s/veh 185.3 257.3 100.9 18.3Approach LOS F F F B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.2 44.6 36.0 6.0 44.8 36.0Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 * 5Max Green Setting (Gmax), s5.1 38.6 30.9 5.4 * 39 * 31Max Q Clear Time (g_c+I1), s3.2 40.6 33.0 3.1 14.6 33.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 6.0 0.0 Intersection Summary HCM 6th Ctrl Delay 90.5HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 445 0 158 3 1 14 227 1274 0 7 600 210 Future Volume (veh/h) 445 0 158 3 1 14 227 1274 0 7 600 210 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 531 0 113 3 1 15 244 1370 0 8 645 226 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 637 0 284 3 1 16 283 2001 0 14 1064 373 Arrive On Green 0.18 0.00 0.18 0.01 0.01 0.01 0.16 0.56 0.00 0.01 0.41 0.41 Sat Flow, veh/h 3563 0 1585 257 86 1284 1781 3647 0 1781 2581 904 Grp Volume(v), veh/h 531 0 113 19 0 0 244 1370 0 8 444 427Grp Sat Flow(s),veh/h/ln1781 0 1585 1626 0 0 1781 1777 0 1781 1777 1708Q Serve(g_s), s 12.8 0.0 5.6 1.0 0.0 0.0 11.9 24.4 0.0 0.4 17.4 17.4Cycle Q Clear(g_c), s 12.8 0.0 5.6 1.0 0.0 0.0 11.9 24.4 0.0 0.4 17.4 17.4Prop In Lane 1.00 1.00 0.16 0.79 1.00 0.00 1.00 0.53Lane Grp Cap(c), veh/h 637 0 284 21 0 0 283 2001 0 14 733 704V/C Ratio(X) 0.83 0.00 0.40 0.91 0.00 0.00 0.86 0.68 0.00 0.56 0.61 0.61Avail Cap(c_a), veh/h 1113 0 495 110 0 0 520 2396 0 102 789 758HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh35.3 0.0 32.3 43.9 0.0 0.0 36.5 13.8 0.0 44.0 20.5 20.5Incr Delay (d2), s/veh 1.1 0.0 0.3 69.6 0.0 0.0 3.1 1.2 0.0 11.9 2.2 2.3Initial 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/ln5.5 0.0 2.1 0.8 0.0 0.0 5.3 9.1 0.0 0.2 7.3 7.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 36.4 0.0 32.6 113.5 0.0 0.0 39.6 15.0 0.0 55.9 22.7 22.8LnGrp LOS D A C F A A D B A E C C Approach Vol, veh/h 644 19 1614 879Approach Delay, s/veh 35.7 113.5 18.7 23.1Approach LOS D F B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.1 56.2 22.5 18.5 42.8 5.1Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s5.1 60.0 27.8 26.0 * 40 6.0Max Q Clear Time (g_c+I1), s2.4 26.4 14.8 13.9 19.4 3.0Green Ext Time (p_c), s 0.0 23.7 1.1 0.3 10.5 0.0 Intersection Summary HCM 6th Ctrl Delay 24.0HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 19: Pomerado Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 258 1219 411 17 916 409 432 842 19 351 666 329 Future Volume (veh/h) 258 1219 411 17 916 409 432 842 19 351 666 329 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 272 1283 433 18 964 431 455 886 20 369 701 0 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 338 1528 514 21 1132 505 525 1001 23 437 911 Arrive On Green 0.10 0.40 0.40 0.01 0.32 0.32 0.15 0.28 0.28 0.13 0.26 0.00 Sat Flow, veh/h 3456 3776 1270 1781 3554 1585 3456 3553 80 3456 3554 1585 Grp Volume(v), veh/h 272 1156 560 18 964 431 455 443 463 369 701 0Grp Sat Flow(s),veh/h/ln1728 1702 1642 1781 1777 1585 1728 1777 1856 1728 1777 1585Q Serve(g_s), s 7.9 31.5 31.6 1.0 26.0 26.1 13.2 24.5 24.5 10.7 18.8 0.0Cycle Q Clear(g_c), s 7.9 31.5 31.6 1.0 26.0 26.1 13.2 24.5 24.5 10.7 18.8 0.0Prop In Lane 1.00 0.77 1.00 1.00 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 338 1378 664 21 1132 505 525 501 523 437 911V/C Ratio(X) 0.80 0.84 0.84 0.85 0.85 0.85 0.87 0.88 0.88 0.84 0.77Avail Cap(c_a), veh/h 421 1568 756 88 1381 616 633 587 613 528 1066HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh45.4 27.6 27.6 50.6 32.7 32.7 42.5 35.3 35.3 43.9 35.4 0.0Incr Delay (d2), s/veh 7.1 3.4 6.9 27.6 3.8 8.3 9.4 12.3 11.9 8.9 2.4 0.0Initial 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 13.0 13.2 0.6 11.5 10.9 6.3 12.1 12.6 5.1 8.3 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 52.4 30.9 34.5 78.2 36.5 41.0 51.9 47.6 47.1 52.8 37.8 0.0LnGrp LOS D C C E DDDDDDD Approach Vol, veh/h 1988 1413 1361 1070 AApproach Delay, s/veh 34.9 38.4 48.9 42.9Approach LOS CDDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.7 46.1 20.1 30.8 14.6 37.2 17.5 33.4Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.1 47.3 18.8 30.8 12.5 39.9 15.7 33.9Max Q Clear Time (g_c+I1), s3.0 33.6 15.2 20.8 9.9 28.1 12.7 26.5Green Ext Time (p_c), s 0.0 7.4 0.4 2.5 0.1 4.6 0.3 2.4 Intersection Summary HCM 6th Ctrl Delay 40.5HCM 6th LOS D Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 20: Del Norte/Avenida Florencia & Avenida La Valencia HCM 6th AWSC 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_PM.syn Intersection Intersection Delay, s/veh 7.7Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 25 105 10 2 31 4 6 11 3 4 4 24Future Vol, veh/h 25 105 10 2 31 4 6 11 3 4 4 24Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94Heavy Vehicles, % 2 22222222222Mvmt Flow 27 112 11 2 33 4 6 12 3 4 4 26Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 7.9 7.3 7.5 7.1HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 30% 18% 5% 12%Vol Thru, % 55% 75% 84% 12%Vol Right, % 15% 7% 11% 75%Sign Control Stop Stop Stop StopTraffic Vol by Lane 20 140 37 32LT Vol 6 25 2 4Through Vol 11 105 31 4RT Vol 3 10 4 24Lane Flow Rate 21 149 39 34Geometry Grp 1111Degree of Util (X) 0.025 0.168 0.045 0.036Departure Headway (Hd) 4.255 4.052 4.088 3.849Convergence, Y/N Yes Yes Yes YesCap 828 883 869 913Service Time 2.35 2.085 2.143 1.943HCM Lane V/C Ratio 0.025 0.169 0.045 0.037HCM Control Delay 7.5 7.9 7.3 7.1HCM Lane LOS AAAAHCM 95th-tile Q 0.1 0.6 0.1 0.1 21: Stone Canyon Rd & Del Norte HCM 6th AWSC 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_PM.syn Intersection Intersection Delay, s/veh 8.5Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 25 196 0 0 119 30004021Future Vol, veh/h 25 196 0 0 119 30004021Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Heavy Vehicles, % 2 22222222222Mvmt Flow 29 225 0 0 137 30005024Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 8.9 8 0 7.5HCM LOS A A - A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 0% 11% 0% 16%Vol Thru, % 100% 89% 98% 0%Vol Right, % 0% 0% 2% 84%Sign Control Stop Stop Stop StopTraffic Vol by Lane 0 221 122 25LT Vol 0 25 0 4Through Vol 0 196 119 0RT Vol 0 0 3 21Lane Flow Rate 0 254 140 29Geometry Grp 1111Degree of Util (X) 0 0.29 0.162 0.034Departure Headway (Hd) 4.823 4.113 4.161 4.31Convergence, Y/N Yes Yes Yes YesCap 0 869 853 836Service Time 2.824 2.161 2.232 2.31HCM Lane V/C Ratio 0 0.292 0.164 0.035HCM Control Delay 7.8 8.9 8 7.5HCM Lane LOS N A A AHCM 95th-tile Q 0 1.2 0.6 0.1 22: Martincoit Rd & Stone Canyon Rd HCM 6th AWSC 01/15/2020 EX PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT_PM.syn Intersection Intersection Delay, s/veh 7.9Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 93 46 40 26 38 55Future Vol, veh/h 93 46 40 26 38 55Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Heavy Vehicles, % 2 22222Mvmt Flow 98 48 42 27 40 58Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 8.1 7.9 7.5HCM LOS A A A Lane NBLn1EBLn1SBLn1 Vol Left, % 61% 67% 0%Vol Thru, % 39% 0% 41%Vol Right, % 0% 33% 59%Sign Control Stop Stop StopTraffic Vol by Lane 66 139 93LT Vol 40 93 0Through Vol 26 0 38RT Vol 0 46 55Lane Flow Rate 69 146 98Geometry Grp 1 1 1Degree of Util (X) 0.085 0.169 0.106Departure Headway (Hd) 4.389 4.157 3.89Convergence, Y/N Yes Yes YesCap 804 852 905Service Time 2.485 2.236 1.988HCM Lane V/C Ratio 0.086 0.171 0.108HCM Control Delay 7.9 8.1 7.5HCM Lane LOS A A AHCM 95th-tile Q 0.3 0.6 0.4 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\3rd Submittal\Appendices.3015.doc APPENDIX H PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS– NEAR-TERM (OPENING YEAR 2025) WITH PROJECT 1: Rancho Bernardo Rd & I-15 SB off-ramp HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 835 649 0 1337 609 0 0 0 499 0 1235 Future Volume (veh/h) 0 835 649 0 1337 609 0 0 0 499 0 1235 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 879 683 0 1407 641 525 0 1300 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 202 Cap, veh/h 612 2358 732 407 1773 550 620 0 1459 Arrive On Green 0.00 0.46 0.46 0.00 0.69 0.69 0.18 0.00 0.18 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 879 683 0 1407 641 525 0 1300Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 15.7 57.1 0.0 26.3 48.6 20.6 0.0 10.2Cycle Q Clear(g_c), s 0.0 15.7 57.1 0.0 26.3 48.6 20.6 0.0 10.2Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 612 2358 732 407 1773 550 620 0 1459V/C Ratio(X) 0.00 0.37 0.93 0.00 0.79 1.16 0.85 0.00 0.89Avail Cap(c_a), veh/h 612 3286 1020 407 1773 550 689 0 1514HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 0.00 1.00 1.00 0.00 0.80 0.80 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 24.5 35.6 0.0 18.0 21.4 55.6 0.0 29.8Incr Delay (d2), s/veh 0.0 0.5 20.4 0.0 3.0 89.5 8.0 0.0 6.6Initial 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 6.2 25.0 0.0 6.1 23.1 9.5 0.0 28.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 24.9 56.1 0.0 21.0 110.9 63.6 0.0 36.4LnGrp LOS A C E A C F E A D Approach Vol, veh/h 1562 2048 1825Approach Delay, s/veh 38.6 49.2 44.3Approach LOS D D D Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 37.7 71.1 31.2 53.8 55.0Change Period (Y+Rc), s 5.7 * 6.4 6.1 5.7 * 6.4Max Green Setting (Gmax), s 5.0 * 90 27.9 45.3 * 49Max Q Clear Time (g_c+I1), s 0.0 59.1 22.6 0.0 50.6Green Ext Time (p_c), s 0.0 5.6 2.6 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 44.5HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2: I-15 NB off-ramp & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 954 380 0 1158 249 788 0 498 0 0 0 Future Volume (veh/h) 0 954 380 0 1158 249 788 0 498 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 984 392 0 1194 257 812 0 513 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222202 Cap, veh/h 237 1627 505 517 2429 754 902 0 1538 Arrive On Green 0.00 0.64 0.64 0.00 0.48 0.48 0.26 0.00 0.26 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 984 392 0 1194 257 812 0 513Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 15.9 24.9 0.0 22.4 14.2 31.8 0.0 0.0Cycle Q Clear(g_c), s 0.0 15.9 24.9 0.0 22.4 14.2 31.8 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 237 1627 505 517 2429 754 902 0 1538V/C Ratio(X) 0.00 0.60 0.78 0.00 0.49 0.34 0.90 0.00 0.33Avail Cap(c_a), veh/h 237 1627 505 517 2429 754 1256 0 1824HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.88 0.88 0.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 20.2 21.8 0.0 25.1 23.0 50.0 0.0 17.3Incr Delay (d2), s/veh 0.0 1.5 9.9 0.0 0.7 1.2 5.6 0.0 0.0Initial 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 4.7 7.2 0.0 9.0 5.5 14.2 0.0 4.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 21.7 31.7 0.0 25.8 24.2 55.6 0.0 17.3LnGrp LOS A C C A C C E A B Approach Vol, veh/h 1376 1451 1325Approach Delay, s/veh 24.5 25.5 40.8Approach LOS C C D Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s46.4 51.0 24.4 73.0 42.6Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4 6.1Max Green Setting (Gmax), s26.3 * 45 5.5 * 67 50.9Max Q Clear Time (g_c+I1), s0.0 26.9 0.0 24.4 33.8Green Ext Time (p_c), s 0.0 5.0 0.0 6.9 2.8 Intersection Summary HCM 6th Ctrl Delay 30.1HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 3: Bernardo Center Dr & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 290 739 362 156 899 124 249 229 104 177 405 212 Future Volume (veh/h) 290 739 362 156 899 124 249 229 104 177 405 212 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 302 770 377 162 936 129 259 239 108 184 422 221 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 392 1474 624 242 1110 153 345 465 203 268 608 446 Arrive On Green 0.11 0.39 0.39 0.07 0.35 0.35 0.10 0.19 0.19 0.08 0.17 0.17 Sat Flow, veh/h 3563 3741 1585 3456 3137 432 3456 2405 1053 3456 3554 1585 Grp Volume(v), veh/h 302 770 377 162 530 535 259 175 172 184 422 221Grp Sat Flow(s),veh/h/ln1781 1870 1585 1728 1777 1793 1728 1777 1681 1728 1777 1585Q Serve(g_s), s 6.5 12.4 14.9 3.6 21.6 21.7 5.7 6.9 7.3 4.1 8.8 9.2Cycle Q Clear(g_c), s 6.5 12.4 14.9 3.6 21.6 21.7 5.7 6.9 7.3 4.1 8.8 9.2Prop In Lane 1.00 1.00 1.00 0.24 1.00 0.63 1.00 1.00Lane Grp Cap(c), veh/h 392 1474 624 242 629 634 345 343 325 268 608 446V/C Ratio(X) 0.77 0.52 0.60 0.67 0.84 0.84 0.75 0.51 0.53 0.69 0.69 0.50Avail Cap(c_a), veh/h 525 1913 811 360 852 860 465 902 853 491 1804 979HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh34.1 18.2 19.0 35.8 23.4 23.5 34.5 28.4 28.6 35.4 30.7 23.7Incr Delay (d2), s/veh 3.3 0.4 1.4 1.2 4.4 4.4 2.8 0.4 0.5 1.2 0.5 0.3Initial 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 5.1 5.4 1.5 9.3 9.4 2.5 2.9 2.9 1.7 3.7 3.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 37.3 18.6 20.4 37.0 27.9 27.8 37.3 28.9 29.1 36.6 31.3 24.0LnGrp LOS D B CDCCDCCDCC Approach Vol, veh/h 1449 1227 606 827Approach Delay, s/veh 23.0 29.1 32.6 30.5Approach LOS CCCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s9.9 37.2 12.3 19.4 13.1 34.1 10.5 21.1Change Period (Y+Rc), s 4.4 6.2 4.4 5.9 4.4 * 6.2 4.4 * 5.9Max Green Setting (Gmax), s8.2 40.3 10.6 40.0 11.6 * 38 11.2 * 40Max Q Clear Time (g_c+I1), s5.6 16.9 7.7 11.2 8.5 23.7 6.1 9.3Green Ext Time (p_c), s 0.1 10.5 0.1 2.3 0.2 4.2 0.1 1.4 Intersection Summary HCM 6th Ctrl Delay 27.7HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 4: Pomerado Rd & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 152 495 201 207 784 291 140 325 121 294 615 213 Future Volume (veh/h) 152 495 201 207 784 291 140 325 121 294 615 213 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 163 532 216 223 843 313 151 349 130 316 661 229 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 195 662 268 255 1072 478 216 497 182 634 832 288 Arrive On Green 0.11 0.27 0.27 0.14 0.30 0.30 0.06 0.20 0.20 0.18 0.32 0.32 Sat Flow, veh/h 1781 2469 999 1781 3554 1585 3456 2546 933 3456 2589 897 Grp Volume(v), veh/h 163 382 366 223 843 313 151 242 237 316 454 436Grp Sat Flow(s),veh/h/ln1781 1777 1691 1781 1777 1585 1728 1777 1702 1728 1777 1709Q Serve(g_s), s 8.8 19.7 19.8 12.0 21.3 9.6 4.2 12.4 12.8 8.1 22.8 22.8Cycle Q Clear(g_c), s 8.8 19.7 19.8 12.0 21.3 9.6 4.2 12.4 12.8 8.1 22.8 22.8Prop In Lane 1.00 0.59 1.00 1.00 1.00 0.55 1.00 0.52Lane Grp Cap(c), veh/h 195 476 453 255 1072 478 216 347 333 634 571 549V/C Ratio(X) 0.84 0.80 0.81 0.87 0.79 0.65 0.70 0.70 0.71 0.50 0.79 0.79Avail Cap(c_a), veh/h 261 681 648 283 1391 620 268 652 625 634 715 688HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh42.8 33.5 33.5 41.2 31.4 9.8 45.1 36.8 36.9 36.0 30.3 30.3Incr Delay (d2), s/veh 12.4 4.9 5.3 21.6 2.3 1.6 3.7 4.3 4.8 0.2 5.8 6.1Initial 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/ln4.4 8.7 8.4 6.6 9.0 3.2 1.9 5.6 5.6 3.3 10.1 9.8Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 55.2 38.4 38.9 62.8 33.7 11.4 48.8 41.0 41.7 36.2 36.2 36.4LnGrp LOS E D D E C B DDDDDD Approach Vol, veh/h 911 1379 630 1206Approach Delay, s/veh 41.6 33.3 43.2 36.3Approach LOS DCDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s18.5 32.2 10.5 36.9 15.1 35.5 23.4 24.1Change Period (Y+Rc), s 4.4 * 5.9 4.4 5.4 4.4 5.9 5.4 * 4.9Max Green Setting (Gmax), s15.6 * 38 7.6 39.5 14.4 38.4 11.6 * 36Max Q Clear Time (g_c+I1), s14.0 21.8 6.2 24.8 10.8 23.3 10.1 14.8Green Ext Time (p_c), s 0.1 4.5 0.0 6.7 0.1 6.1 0.1 4.4 Intersection Summary HCM 6th Ctrl Delay 37.5HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_AM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 933 9 20 1239 26 42 Future Volume (veh/h) 933 9 20 1239 26 42 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1060 10 23 1408 30 48 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222 Cap, veh/h 2036 19 40 2476 102 91 Arrive On Green 0.56 0.56 0.02 0.70 0.06 0.06 Sat Flow, veh/h 3701 34 1781 3647 1781 1585 Grp Volume(v), veh/h 522 548 23 1408 30 48Grp Sat Flow(s),veh/h/ln1777 1864 1781 1777 1781 1585Q Serve(g_s), s 7.4 7.4 0.5 8.2 0.7 1.2Cycle Q Clear(g_c), s 7.4 7.4 0.5 8.2 0.7 1.2Prop In Lane 0.02 1.00 1.00 1.00Lane Grp Cap(c), veh/h1003 1052 40 2476 102 91V/C Ratio(X) 0.52 0.52 0.57 0.57 0.29 0.53Avail Cap(c_a), veh/h 2229 2338 325 5496 1145 1019HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 5.5 5.5 19.9 3.1 18.6 18.8Incr Delay (d2), s/veh 0.5 0.5 4.8 0.2 0.6 1.8Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.3 1.4 0.2 0.2 0.3 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 6.0 6.0 24.6 3.4 19.1 20.6LnGrp LOS A A C A B C Approach Vol, veh/h 1070 1431 78Approach Delay, s/veh 6.0 3.7 20.0Approach LOS A A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s5.4 28.7 34.1 7.0Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s7.5 51.5 63.5 26.4Max Q Clear Time (g_c+I1), s2.5 9.4 10.2 3.2Green Ext Time (p_c), s 0.0 10.1 18.4 0.1 Intersection Summary HCM 6th Ctrl Delay 5.2HCM 6th LOS A 6: Avenida Florencia & Espola Rd HCM 6th TWSC 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_AM.syn Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 919 13 43 1218 17 42Future Vol, veh/h 919 13 43 1218 17 42Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 88 88 88 88 88 88Heavy Vehicles, % 2 22222Mvmt Flow 1044 15 49 1384 19 48 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1059 0 1834 522 Stage 1 - - - - 1044 - Stage 2 - - - - 790 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 653 - 67 499 Stage 1 - - - - 300 - Stage 2 - - - - 408 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 653 - 62 499Mov Cap-2 Maneuver - - - - 171 - Stage 1 - - - - 278 - Stage 2 - - - - 408 - Approach EB WB NB HCM Control Delay, s 0 0.4 19.2HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 321 - - 653 -HCM Lane V/C Ratio 0.209 - - 0.075 -HCM Control Delay (s) 19.2 - - 11 -HCM Lane LOS C - - B -HCM 95th %tile Q(veh) 0.8 - - 0.2 - 7: Valle Verde Rd & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 345 595 16 13 846 79 16 12 20 86 2 391 Future Volume (veh/h) 345 595 16 13 846 79 16 12 20 86 2 391 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 397 684 18 15 972 91 18 14 23 99 2 449 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, %222222222222 Cap, veh/h 424 1905 50 35 1052 99 24 18 30 412 432 744 Arrive On Green 0.24 0.54 0.54 0.02 0.32 0.32 0.04 0.04 0.04 0.23 0.23 0.23 Sat Flow, veh/h 1781 3537 93 1781 3284 307 561 436 716 1781 1870 1585 Grp Volume(v), veh/h 397 343 359 15 526 537 55 0 0 99 2 449Grp Sat Flow(s),veh/h/ln 1781 1777 1854 1781 1777 1815 1713 0 0 1781 1870 1585Q Serve(g_s), s 25.3 12.8 12.8 1.0 33.1 33.1 3.7 0.0 0.0 5.2 0.1 24.3Cycle Q Clear(g_c), s 25.3 12.8 12.8 1.0 33.1 33.1 3.7 0.0 0.0 5.2 0.1 24.3Prop In Lane 1.00 0.05 1.00 0.17 0.33 0.42 1.00 1.00Lane Grp Cap(c), veh/h 424 957 998 35 569 582 72 0 0 412 432 744V/C Ratio(X) 0.94 0.36 0.36 0.42 0.92 0.92 0.76 0.00 0.00 0.24 0.00 0.60Avail Cap(c_a), veh/h 468 957 998 106 585 597 325 0 0 461 484 788HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 43.3 15.3 15.3 56.1 38.0 38.0 54.9 0.0 0.0 36.2 34.3 22.8Incr Delay (d2), s/veh 24.5 0.3 0.3 3.0 20.4 20.1 17.8 0.0 0.0 0.1 0.0 0.8Initial 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 13.9 5.2 5.4 0.5 17.4 17.7 1.9 0.0 0.0 2.3 0.0 9.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 67.8 15.6 15.6 59.1 58.4 58.1 72.7 0.0 0.0 36.4 34.3 23.5LnGrp LOS EBBEEEEAADCC Approach Vol, veh/h 1099 1078 55 550Approach Delay, s/veh 34.4 58.3 72.7 25.9Approach LOS C E E C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.9 68.9 32.1 31.2 43.6 9.0Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 61.6 * 30 30.4 38.1 22.0Max Q Clear Time (g_c+I1), s 3.0 14.8 26.3 27.3 35.1 5.7Green Ext Time (p_c), s 0.0 6.2 0.5 0.2 2.0 0.2 Intersection Summary HCM 6th Ctrl Delay 42.7HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8: Valle Verde Rd & St Andrews Dr HCM 6th TWSC 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_AM.syn Intersection Int Delay, s/veh 3.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 2 1 27 99 2 5 25 376 32 2 369 6Future Vol, veh/h 2 1 27 99 2 5 25 376 32 2 369 6Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 2 22222222222Mvmt Flow 2 1 29 108 2 5 27 409 35 2 401 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 889 903 401 887 875 409 408 0 0 444 0 0 Stage 1 405 405 - 463 463 ------- Stage 2 484 498 - 424 412 -------Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -Pot Cap-1 Maneuver 264 277 649 265 288 642 1151 - - 1116 - - Stage 1 622 598 - 579 564 ------- Stage 2 564 544 - 608 594 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 255 270 649 248 281 642 1151 - - 1116 - -Mov Cap-2 Maneuver 255 270 - 248 281 ------- Stage 1 608 597 - 566 551 ------- Stage 2 544 531 - 578 593 ------- Approach EB WB NB SB HCM Control Delay, s 11.6 29.5 0.5 0HCM LOS B D Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1151 - - 260 649 249 642 1116 - -HCM Lane V/C Ratio 0.024 - - 0.013 0.045 0.441 0.008 0.002 - -HCM Control Delay (s) 8.2 - - 19 10.8 30.4 10.7 8.2 - -HCM Lane LOS A - - C B D B A - -HCM 95th %tile Q(veh) 0.1 - - 0 0.1 2.1 0 0 - - 9: Martincoit Rd/PVT DR 'A & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 478 176 91 668 15 194 2 72 25 4 73 Future Volume (veh/h) 42 478 176 91 668 15 194 2 72 25 4 73 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 46 583 215 111 815 16 237 2 88 27 4 79 Peak Hour Factor 0.92 0.82 0.82 0.82 0.82 0.92 0.82 0.92 0.82 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 81 810 298 143 1201 24 297 8 349 54 7 134 Arrive On Green 0.05 0.32 0.32 0.08 0.34 0.34 0.17 0.22 0.22 0.03 0.09 0.09 Sat Flow, veh/h 1781 2543 936 1781 3565 70 1781 35 1555 1781 77 1520 Grp Volume(v), veh/h 46 407 391 111 406 425 237 0 90 27 0 83Grp Sat Flow(s),veh/h/ln 1781 1777 1702 1781 1777 1858 1781 0 1590 1781 0 1597Q Serve(g_s), s 1.4 11.4 11.5 3.4 11.1 11.1 7.2 0.0 2.6 0.8 0.0 2.8Cycle Q Clear(g_c), s 1.4 11.4 11.5 3.4 11.1 11.1 7.2 0.0 2.6 0.8 0.0 2.8Prop In Lane 1.00 0.55 1.00 0.04 1.00 0.98 1.00 0.95Lane Grp Cap(c), veh/h 81 566 542 143 599 626 297 0 357 54 0 141V/C Ratio(X) 0.57 0.72 0.72 0.78 0.68 0.68 0.80 0.00 0.25 0.50 0.00 0.59Avail Cap(c_a), veh/h 161 833 798 304 946 989 566 0 1093 183 0 765HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 26.3 17.0 17.0 25.4 16.0 16.0 22.6 0.0 17.9 26.9 0.0 24.7Incr Delay (d2), s/veh 6.1 2.1 2.2 3.4 1.6 1.6 4.9 0.0 0.1 6.8 0.0 3.8Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.7 4.1 3.9 1.4 3.8 4.0 3.1 0.0 0.9 0.4 0.0 1.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 32.4 19.1 19.2 28.8 17.7 17.6 27.4 0.0 18.1 33.7 0.0 28.5LnGrp LOS C B B C B B C A B C A C Approach Vol, veh/h 844 942 327 110Approach Delay, s/veh 19.9 19.0 24.9 29.8Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.1 24.4 13.9 9.9 7.1 25.5 6.2 17.6Change Period (Y+Rc), s 3.6 6.5 4.5 * 4.9 4.5 6.5 4.5 4.9Max Green Setting (Gmax), s 9.6 26.4 17.9 * 27 5.1 30.0 5.8 38.7Max Q Clear Time (g_c+I1), s 5.4 13.5 9.2 4.8 3.4 13.1 2.8 4.6Green Ext Time (p_c), s 0.0 4.5 0.4 0.4 0.0 5.2 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 20.7HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 10: Espola Rd & Cloudcroft Dr HCM 6th TWSC 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_AM.syn Intersection Int Delay, s/veh 1.2 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 19 729 675 21 33 52Future Vol, veh/h 19 729 675 21 33 52Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 81 81 81 81 81 81Heavy Vehicles, % 2 22222Mvmt Flow 23 900 833 26 41 64 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 859 0 - 0 1792 430 Stage 1 - - - - 846 - Stage 2 - - - - 946 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 780 - - - 80 574 Stage 1 - - - - 382 - Stage 2 - - - - 376 -Platoon blocked, % - - -Mov Cap-1 Maneuver 780 - - - 78 574Mov Cap-2 Maneuver - - - - 201 - Stage 1 - - - - 371 - Stage 2 - - - - 376 - Approach EB WB SB HCM Control Delay, s 0.2 0 20.6HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 780 - - - 334HCM Lane V/C Ratio 0.03 - - - 0.314HCM Control Delay (s) 9.8 - - - 20.6HCM Lane LOS A - - - CHCM 95th %tile Q(veh) 0.1 - - - 1.3 11: Old Coach Rd & Espola Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 53 729 10 0 596 18 33 1 3 34 0 77 Future Volume (veh/h) 53 729 10 0 596 18 33 1 3 34 0 77 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 68 935 13 0 764 23 42 1 4 44 0 99 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, %222222222222 Cap, veh/h 94 1973 27 4 1407 42 66 31 124 68 0 152 Arrive On Green 0.05 0.55 0.55 0.00 0.40 0.40 0.04 0.09 0.09 0.04 0.00 0.10 Sat Flow, veh/h 1781 3588 50 1781 3522 106 1781 327 1308 1781 0 1585 Grp Volume(v), veh/h 68 463 485 0 385 402 42 0 5 44 0 99Grp Sat Flow(s),veh/h/ln 1781 1777 1861 1781 1777 1851 1781 0 1635 1781 0 1585Q Serve(g_s), s 1.5 6.5 6.5 0.0 6.8 6.8 1.0 0.0 0.1 1.0 0.0 2.5Cycle Q Clear(g_c), s 1.5 6.5 6.5 0.0 6.8 6.8 1.0 0.0 0.1 1.0 0.0 2.5Prop In Lane 1.00 0.03 1.00 0.06 1.00 0.80 1.00 1.00Lane Grp Cap(c), veh/h 94 977 1023 4 710 740 66 0 155 68 0 152V/C Ratio(X) 0.73 0.47 0.47 0.00 0.54 0.54 0.64 0.00 0.03 0.64 0.00 0.65Avail Cap(c_a), veh/h 435 1669 1748 239 1474 1535 304 0 877 304 0 851HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 19.1 5.6 5.6 0.0 9.4 9.4 19.5 0.0 16.9 19.4 0.0 17.9Incr Delay (d2), s/veh 4.0 0.5 0.5 0.0 0.9 0.9 3.7 0.0 0.1 3.7 0.0 3.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.7 1.5 1.6 0.0 2.1 2.2 0.4 0.0 0.0 0.4 0.0 0.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 23.1 6.1 6.1 0.0 10.4 10.3 23.2 0.0 16.9 23.1 0.0 21.3LnGrp LOS C AAABBCABCAC Approach Vol, veh/h 1016 787 47 143Approach Delay, s/veh 7.3 10.3 22.5 21.9Approach LOS A B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 0.0 27.5 5.5 7.9 6.2 21.4 5.6 7.9Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 4.0 5.0 4.0 4.0Max Green Setting (Gmax), s 5.5 38.5 7.0 22.0 10.0 34.0 7.0 22.0Max Q Clear Time (g_c+I1), s 0.0 8.5 3.0 4.5 3.5 8.8 3.0 2.1Green Ext Time (p_c), s 0.0 10.2 0.0 0.4 0.0 7.6 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 9.9HCM 6th LOS A 12: Espola Rd & Lake Poway Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 78 4 21 12 1 7 20 502 20 15 659 99 Future Volume (veh/h) 78 4 21 12 1 7 20 502 20 15 659 99 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 115 6 31 18 1 10 29 738 29 22 969 146 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 167 25 127 44 2 41 130 1444 57 130 1283 193 Arrive On Green 0.09 0.09 0.09 0.03 0.03 0.03 0.07 0.41 0.41 0.07 0.41 0.41 Sat Flow, veh/h 1781 264 1362 1692 94 1585 1781 3486 137 1781 3097 466 Grp Volume(v), veh/h 115 0 37 19 0 10 29 376 391 22 556 559Grp Sat Flow(s),veh/h/ln1781 0 1625 1786 0 1585 1781 1777 1846 1781 1777 1786Q Serve(g_s), s 3.4 0.0 1.2 0.6 0.0 0.3 0.8 8.6 8.6 0.6 14.6 14.7Cycle Q Clear(g_c), s 3.4 0.0 1.2 0.6 0.0 0.3 0.8 8.6 8.6 0.6 14.6 14.7Prop In Lane 1.00 0.84 0.95 1.00 1.00 0.07 1.00 0.26Lane Grp Cap(c), veh/h 167 0 152 47 0 41 130 736 765 130 736 740V/C Ratio(X) 0.69 0.00 0.24 0.41 0.00 0.24 0.22 0.51 0.51 0.17 0.76 0.76Avail Cap(c_a), veh/h 876 0 799 846 0 751 584 887 921 584 887 891HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh24.1 0.0 23.1 26.3 0.0 26.2 24.0 11.9 12.0 23.9 13.7 13.7Incr Delay (d2), s/veh 1.9 0.0 0.3 5.7 0.0 3.0 0.3 0.7 0.6 0.2 3.3 3.3Initial 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/ln1.4 0.0 0.4 0.3 0.0 0.2 0.3 3.0 3.1 0.3 5.6 5.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 26.0 0.0 23.4 32.0 0.0 29.2 24.3 12.6 12.6 24.1 17.0 17.0LnGrp LOS C A C C A C C B B C B B Approach Vol, veh/h 152 29 796 1137Approach Delay, s/veh 25.4 31.0 13.0 17.1Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s8.5 29.6 10.4 8.5 29.6 6.3Change Period (Y+Rc), s 4.5 6.9 * 5.3 4.5 6.9 4.9Max Green Setting (Gmax), s18.0 27.4 * 27 18.0 27.4 26.0Max Q Clear Time (g_c+I1), s2.6 10.6 5.4 2.8 16.7 2.6Green Ext Time (p_c), s 0.0 5.3 0.3 0.0 6.1 0.1 Intersection Summary HCM 6th Ctrl Delay 16.4HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 13: Espola Rd & Titan Wy/Eden Grove HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 53 0 266 22 0 7 392 470 11 13 461 183 Future Volume (veh/h) 53 0 266 22 0 7 392 470 11 13 461 183 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 85 0 429 35 0 11 632 758 18 21 744 295 Peak Hour Factor 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 109 0 474 45 0 417 720 1605 38 32 932 416 Arrive On Green 0.06 0.00 0.30 0.03 0.00 0.26 0.21 0.45 0.45 0.02 0.26 0.26 Sat Flow, veh/h 1781 0 1585 1781 0 1585 3456 3548 84 1781 3554 1585 Grp Volume(v), veh/h 85 0 429 35 0 11 632 380 396 21 744 295Grp Sat Flow(s),veh/h/ln1781 0 1585 1781 0 1585 1728 1777 1855 1781 1777 1585Q Serve(g_s), s 4.4 0.0 24.6 1.8 0.0 0.5 16.7 14.1 14.1 1.1 18.5 15.9Cycle Q Clear(g_c), s 4.4 0.0 24.6 1.8 0.0 0.5 16.7 14.1 14.1 1.1 18.5 15.9Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 1.00Lane Grp Cap(c), veh/h 109 0 474 45 0 417 720 804 840 32 932 416V/C Ratio(X) 0.78 0.00 0.91 0.77 0.00 0.03 0.88 0.47 0.47 0.66 0.80 0.71Avail Cap(c_a), veh/h 179 0 653 124 0 604 969 935 976 107 1076 480HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh43.7 0.0 31.9 45.8 0.0 25.8 36.2 18.0 18.0 46.1 32.5 31.6Incr Delay (d2), s/veh 4.5 0.0 10.8 9.9 0.0 0.0 5.8 0.5 0.5 8.2 4.0 4.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln2.1 0.0 10.5 0.9 0.0 0.2 7.5 5.7 5.9 0.6 8.3 6.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 48.3 0.0 42.6 55.6 0.0 25.8 42.1 18.5 18.5 54.3 36.5 36.0LnGrp LOS D A D E A C D B B D D D Approach Vol, veh/h 514 46 1408 1060Approach Delay, s/veh 43.6 48.5 29.1 36.7Approach LOS DDCD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.2 49.7 5.9 32.7 24.2 31.7 9.3 29.4Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s5.7 * 50 6.6 38.9 26.5 28.6 9.5 36.0Max Q Clear Time (g_c+I1), s3.1 16.1 3.8 26.6 18.7 20.5 6.4 2.5Green Ext Time (p_c), s 0.0 6.8 0.0 1.6 0.9 4.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 34.5HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 14: Espola Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 284 30 169 11 58 38 662 366 9 7 306 479 Future Volume (veh/h) 284 30 169 11 58 38 662 366 9 7 306 479 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 338 36 201 13 69 45 788 436 11 8 364 570 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 408 403 741 16 113 73 871 994 843 14 558 660 Arrive On Green 0.12 0.22 0.22 0.01 0.11 0.11 0.25 0.53 0.53 0.01 0.30 0.30 Sat Flow, veh/h 3456 1870 1585 1781 1057 689 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 338 36 201 13 0 114 788 436 11 8 364 570Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1746 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 9.0 1.4 7.3 0.7 0.0 5.9 20.7 13.4 0.3 0.4 15.9 28.0Cycle Q Clear(g_c), s 9.0 1.4 7.3 0.7 0.0 5.9 20.7 13.4 0.3 0.4 15.9 28.0Prop In Lane 1.00 1.00 1.00 0.39 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 408 403 741 16 0 186 871 994 843 14 558 660V/C Ratio(X) 0.83 0.09 0.27 0.79 0.00 0.61 0.90 0.44 0.01 0.56 0.65 0.86Avail Cap(c_a), veh/h 457 769 1051 95 0 581 1005 1023 867 95 558 660HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh40.4 29.4 15.2 46.4 0.0 40.1 34.0 13.4 10.4 46.4 28.7 24.9Incr Delay (d2), s/veh 9.8 0.1 0.2 26.5 0.0 3.9 9.7 0.1 0.0 12.1 2.9 11.6Initial 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/ln4.3 0.7 2.6 0.4 0.0 2.7 9.6 5.3 0.1 0.2 7.4 13.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 50.2 29.6 15.5 72.9 0.0 44.0 43.7 13.5 10.4 58.5 31.6 36.5LnGrp LOS D C B E A D D B B E C D Approach Vol, veh/h 575 127 1235 942Approach Delay, s/veh 36.8 46.9 32.7 34.8Approach LOS DDCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.4 26.8 27.1 34.5 15.6 16.6 5.3 56.4Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.0 38.6 27.3 28.0 12.4 31.2 5.0 * 51Max Q Clear Time (g_c+I1), s2.7 9.3 22.7 30.0 11.0 7.9 2.4 15.4Green Ext Time (p_c), s 0.0 1.1 0.9 0.0 0.1 0.7 0.0 1.9 Intersection Summary HCM 6th Ctrl Delay 34.8HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 15: Pomerado Rd & Rios Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 3 39 120 21 24 16 588 48 8 966 12 Future Volume (veh/h) 11 3 39 120 21 24 16 588 48 8 966 12 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 11 3 41 125 22 25 17 612 50 8 1006 12 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 364 20 280 365 150 170 30 1650 135 15 1753 21 Arrive On Green 0.19 0.19 0.19 0.19 0.19 0.19 0.02 0.50 0.50 0.01 0.49 0.49 Sat Flow, veh/h 1359 109 1493 1362 799 908 1781 3327 271 1781 3597 43 Grp Volume(v), veh/h 11 0 44 125 0 47 17 326 336 8 497 521Grp Sat Flow(s),veh/h/ln1359 0 1602 1362 0 1707 1781 1777 1822 1781 1777 1863Q Serve(g_s), s 0.3 0.0 1.2 4.3 0.0 1.2 0.5 5.8 5.8 0.2 10.2 10.2Cycle Q Clear(g_c), s 1.5 0.0 1.2 5.5 0.0 1.2 0.5 5.8 5.8 0.2 10.2 10.2Prop In Lane 1.00 0.93 1.00 0.53 1.00 0.15 1.00 0.02Lane Grp Cap(c), veh/h 364 0 300 365 0 320 30 881 903 15 866 908V/C Ratio(X) 0.03 0.00 0.15 0.34 0.00 0.15 0.57 0.37 0.37 0.53 0.57 0.57Avail Cap(c_a), veh/h 915 0 950 936 0 1036 195 1324 1358 195 1349 1414HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh18.0 0.0 17.4 19.7 0.0 17.4 25.0 8.0 8.0 25.3 9.3 9.3Incr Delay (d2), s/veh 0.0 0.0 0.1 0.2 0.0 0.1 6.2 0.3 0.3 10.6 1.1 1.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.4 1.3 0.0 0.4 0.2 1.8 1.9 0.1 3.3 3.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 18.0 0.0 17.5 19.9 0.0 17.5 31.2 8.3 8.3 35.9 10.5 10.4LnGrp LOS B ABBABCAADBB Approach Vol, veh/h 55 172 679 1026Approach Delay, s/veh 17.6 19.2 8.9 10.6Approach LOS BBAB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s4.8 31.2 15.2 5.3 30.8 15.2Change Period (Y+Rc), s 4.4 5.8 5.6 4.4 * 5.8 * 5.6Max Green Setting (Gmax), s5.6 38.2 30.4 5.6 * 39 * 31Max Q Clear Time (g_c+I1), s2.2 7.8 3.5 2.5 12.2 7.5Green Ext Time (p_c), s 0.0 6.1 0.1 0.0 12.8 0.3 Intersection Summary HCM 6th Ctrl Delay 11.0HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 16: Pomerado Rd & Higa Pl/Avenida La Valencia HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 8 3 7 82 5 45 14 593 48 21 1089 7 Future Volume (veh/h) 8 3 7 82 5 45 14 593 48 21 1089 7 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 9 3 8 91 6 50 16 659 53 23 1210 8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 325 59 158 328 246 208 29 1746 140 39 1918 13 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.02 0.52 0.52 0.02 0.53 0.53 Sat Flow, veh/h 1348 451 1203 1404 1870 1585 1781 3331 268 1781 3619 24 Grp Volume(v), veh/h 9 0 11 91 6 50 16 351 361 23 594 624Grp Sat Flow(s),veh/h/ln1348 0 1654 1404 1870 1585 1781 1777 1822 1781 1777 1866Q Serve(g_s), s 0.3 0.0 0.3 2.9 0.1 1.3 0.4 5.6 5.6 0.6 11.2 11.2Cycle Q Clear(g_c), s 0.4 0.0 0.3 3.2 0.1 1.3 0.4 5.6 5.6 0.6 11.2 11.2Prop In Lane 1.00 0.73 1.00 1.00 1.00 0.15 1.00 0.01Lane Grp Cap(c), veh/h 325 0 217 328 246 208 29 931 955 39 942 989V/C Ratio(X) 0.03 0.00 0.05 0.28 0.02 0.24 0.56 0.38 0.38 0.59 0.63 0.63Avail Cap(c_a), veh/h 1032 0 1085 1064 1227 1040 203 1420 1457 214 1443 1515HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh18.1 0.0 18.0 19.4 17.9 18.5 23.2 6.7 6.7 23.0 7.9 7.9Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 0.2 6.2 0.3 0.3 5.1 0.9 0.9Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.1 0.9 0.1 0.5 0.2 1.6 1.6 0.3 3.2 3.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 18.1 0.0 18.0 19.6 18.0 18.7 29.4 7.0 7.0 28.0 8.8 8.7LnGrp LOS B ABBBBCAACAA Approach Vol, veh/h 20 147 728 1241Approach Delay, s/veh 18.1 19.2 7.5 9.1Approach LOS BBAA Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.4 30.8 11.1 5.2 31.1 11.1Change Period (Y+Rc), s 4.4 6.0 4.9 4.4 * 6 4.9Max Green Setting (Gmax), s5.7 37.9 31.1 5.4 * 39 31.1Max Q Clear Time (g_c+I1), s2.6 7.6 2.4 2.4 13.2 5.2Green Ext Time (p_c), s 0.0 6.7 0.0 0.0 11.9 0.2 Intersection Summary HCM 6th Ctrl Delay 9.3HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 17: Pomerado Rd & Stone Canyon Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 35 8 17 214 5 29 13 597 184 22 1172 33 Future Volume (veh/h) 35 8 17 214 5 29 13 597 184 22 1172 33 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 38 9 18 233 5 32 14 649 200 24 1274 36 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 78 11 596 86 0 596 24 1119 344 36 1501 42 Arrive On Green 0.38 0.38 0.38 0.38 0.38 0.38 0.01 0.42 0.42 0.02 0.43 0.43 Sat Flow, veh/h 0 28 1585 0 0 1585 1781 2675 824 1781 3530 100 Grp Volume(v), veh/h 47 0 18 238 0 32 14 431 418 24 641 669Grp Sat Flow(s),veh/h/ln 28 0 1585 0 0 1585 1781 1777 1722 1781 1777 1852Q Serve(g_s), s 0.0 0.0 0.6 0.0 0.0 1.1 0.7 15.5 15.5 1.1 27.0 27.0Cycle Q Clear(g_c), s 31.3 0.0 0.6 31.3 0.0 1.1 0.7 15.5 15.5 1.1 27.0 27.0Prop In Lane 0.81 1.00 0.98 1.00 1.00 0.48 1.00 0.05Lane Grp Cap(c), veh/h 89 0 596 86 0 596 24 743 720 36 756 788V/C Ratio(X) 0.53 0.00 0.03 2.78 0.00 0.05 0.59 0.58 0.58 0.66 0.85 0.85Avail Cap(c_a), veh/h 89 0 596 86 0 596 111 807 783 120 822 857HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh34.6 0.0 16.4 41.6 0.0 16.5 40.8 18.6 18.6 40.5 21.5 21.5Incr Delay (d2), s/veh 3.0 0.0 0.0 832.1 0.0 0.0 8.4 1.1 1.2 7.3 8.0 7.8Initial 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 0.0 0.2 21.5 0.0 0.4 0.3 6.2 6.1 0.6 12.1 12.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 37.5 0.0 16.4 873.7 0.0 16.5 49.3 19.7 19.8 47.7 29.5 29.3LnGrp LOS D A B F A B D B B D C C Approach Vol, veh/h 65 270 863 1334Approach Delay, s/veh 31.7 772.1 20.2 29.7Approach LOS C F C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.1 40.8 36.3 5.5 41.4 36.3Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 * 5Max Green Setting (Gmax), s5.6 37.8 31.2 5.2 * 39 * 31Max Q Clear Time (g_c+I1), s3.1 17.5 33.3 2.7 29.0 33.3Green Ext Time (p_c), s 0.0 7.3 0.0 0.0 6.4 0.0 Intersection Summary HCM 6th Ctrl Delay 105.7HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 282 5 283 0 0 6 207 598 10 8 1021 434 Future Volume (veh/h) 282 5 283 0 0 6 207 598 10 8 1021 434 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 419 0 214 0 0 7 233 672 11 9 1147 488 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 569 0 253 0 0 8 262 2239 37 16 1196 492 Arrive On Green 0.16 0.00 0.16 0.00 0.00 0.01 0.15 0.63 0.63 0.01 0.49 0.49 Sat Flow, veh/h 3563 0 1585 0 0 1585 1781 3578 59 1781 2455 1010 Grp Volume(v), veh/h 419 0 214 0 0 7 233 334 349 9 820 815Grp Sat Flow(s),veh/h/ln1781 0 1585 0 0 1585 1781 1777 1860 1781 1777 1688Q Serve(g_s), s 11.8 0.0 13.8 0.0 0.0 0.5 13.5 9.1 9.1 0.5 46.2 50.4Cycle Q Clear(g_c), s 11.8 0.0 13.8 0.0 0.0 0.5 13.5 9.1 9.1 0.5 46.2 50.4Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.03 1.00 0.60Lane Grp Cap(c), veh/h 569 0 253 0 0 8 262 1112 1164 16 866 823V/C Ratio(X) 0.74 0.00 0.85 0.00 0.00 0.84 0.89 0.30 0.30 0.57 0.95 0.99Avail Cap(c_a), veh/h 880 0 391 0 0 90 271 1112 1164 86 866 823HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh42.1 0.0 43.0 0.0 0.0 52.3 44.0 9.1 9.1 52.0 25.7 26.8Incr Delay (d2), s/veh 0.7 0.0 6.0 0.0 0.0 100.7 26.5 0.4 0.4 11.7 19.4 29.2Initial 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 0.0 5.8 0.0 0.0 0.4 7.8 3.4 3.6 0.3 23.1 25.8Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 42.8 0.0 48.9 0.0 0.0 153.0 70.5 9.4 9.4 63.7 45.1 56.0LnGrp LOS D A D A A F EAAEDE Approach Vol, veh/h 633 7 916 1644Approach Delay, s/veh 44.9 153.0 25.0 50.6Approach LOS D F C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.3 72.0 23.4 19.9 57.4 4.6Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s5.1 61.8 26.0 16.0 * 51 6.0Max Q Clear Time (g_c+I1), s2.5 11.1 15.8 15.5 52.4 2.5Green Ext Time (p_c), s 0.0 11.3 1.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 42.3HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 19: Pomerado Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 235 915 329 13 1106 378 398 608 8 347 640 312 Future Volume (veh/h) 235 915 329 13 1106 378 398 608 8 347 640 312 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 245 953 343 14 1152 394 415 633 8 361 667 0 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 311 1689 607 17 1334 595 485 842 11 428 774 Arrive On Green 0.09 0.46 0.46 0.01 0.38 0.38 0.14 0.23 0.23 0.12 0.22 0.00 Sat Flow, veh/h 3456 3704 1331 1781 3554 1585 3456 3594 45 3456 3554 1585 Grp Volume(v), veh/h 245 876 420 14 1152 394 415 313 328 361 667 0Grp Sat Flow(s),veh/h/ln1728 1702 1631 1781 1777 1585 1728 1777 1862 1728 1777 1585Q Serve(g_s), s 7.1 19.2 19.3 0.8 30.6 21.1 12.0 16.7 16.7 10.4 18.4 0.0Cycle Q Clear(g_c), s 7.1 19.2 19.3 0.8 30.6 21.1 12.0 16.7 16.7 10.4 18.4 0.0Prop In Lane 1.00 0.82 1.00 1.00 1.00 0.02 1.00 1.00Lane Grp Cap(c), veh/h 311 1552 743 17 1334 595 485 416 436 428 774V/C Ratio(X) 0.79 0.56 0.57 0.82 0.86 0.66 0.86 0.75 0.75 0.84 0.86Avail Cap(c_a), veh/h 389 1751 839 87 1601 714 592 513 538 508 940HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh45.5 20.3 20.4 50.5 29.5 26.5 42.9 36.3 36.3 43.7 38.4 0.0Incr Delay (d2), s/veh 6.4 0.1 0.3 27.9 3.9 1.0 8.8 3.6 3.4 9.3 6.1 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln3.3 7.4 7.2 0.5 13.4 7.9 5.7 7.6 7.9 5.0 8.6 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 51.9 20.5 20.6 78.4 33.3 27.5 51.6 39.9 39.8 53.1 44.6 0.0LnGrp LOS D C C E CCDDDDD Approach Vol, veh/h 1541 1560 1056 1028 AApproach Delay, s/veh 25.5 32.3 44.5 47.6Approach LOS CCDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.5 51.0 18.8 26.7 13.7 42.8 17.2 28.4Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.0 52.5 17.5 27.0 11.5 46.0 15.0 29.5Max Q Clear Time (g_c+I1), s2.8 21.3 14.0 20.4 9.1 32.6 12.4 18.7Green Ext Time (p_c), s 0.0 7.3 0.3 1.8 0.1 5.7 0.2 2.0 Intersection Summary HCM 6th Ctrl Delay 35.8HCM 6th LOS D Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 20: Del Norte/Avenida Florencia & Avenida La Valencia HCM 6th AWSC 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_AM.syn Intersection Intersection Delay, s/veh 7.6Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 15 30 6 3 86 5 12 13 2 1 25 29Future Vol, veh/h 15 30 6 3 86 5 12 13 2 1 25 29Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Heavy Vehicles, % 2 22222222222Mvmt Flow 17 34 7 3 99 6 14 15 2 1 29 33Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 7.5 7.8 7.6 7.3HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 44% 29% 3% 2%Vol Thru, % 48% 59% 91% 45%Vol Right, % 7% 12% 5% 53%Sign Control Stop Stop Stop StopTraffic Vol by Lane 27 51 94 55LT Vol 12 15 3 1Through Vol 13 30 86 25RT Vol 2 6 5 29Lane Flow Rate 31 59 108 63Geometry Grp 1111Degree of Util (X) 0.037 0.068 0.124 0.069Departure Headway (Hd) 4.316 4.169 4.117 3.932Convergence, Y/N Yes Yes Yes YesCap 816 851 864 895Service Time 2.413 2.238 2.174 2.025HCM Lane V/C Ratio 0.038 0.069 0.125 0.07HCM Control Delay 7.6 7.5 7.8 7.3HCM Lane LOS AAAAHCM 95th-tile Q 0.1 0.2 0.4 0.2 21: Stone Canyon Rd & Del Norte HCM 6th AWSC 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_AM.syn Intersection Intersection Delay, s/veh 9.4Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 18 184 0 0 200 11104021Future Vol, veh/h 18 184 0 0 200 11104021Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72Heavy Vehicles, % 2 22222222222Mvmt Flow 25 256 0 0 278 11106029Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 9.4 9.5 8.3 7.9HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 50% 9% 0% 16%Vol Thru, % 50% 91% 100% 0%Vol Right, % 0% 0% 0% 84%Sign Control Stop Stop Stop StopTraffic Vol by Lane 2 202 201 25LT Vol 1 18 0 4Through Vol 1 184 200 0RT Vol 0 0 1 21Lane Flow Rate 3 281 279 35Geometry Grp 1111Degree of Util (X) 0.004 0.329 0.334 0.045Departure Headway (Hd) 5.297 4.333 4.308 4.672Convergence, Y/N Yes Yes Yes YesCap 678 836 840 769Service Time 3.314 2.333 2.308 2.686HCM Lane V/C Ratio 0.004 0.336 0.332 0.046HCM Control Delay 8.3 9.4 9.5 7.9HCM Lane LOS AAAAHCM 95th-tile Q 0 1.4 1.5 0.1 22: Martincoit Rd & Stone Canyon Rd HCM 6th AWSC 01/15/2020 EX AM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_AM.syn Intersection Intersection Delay, s/veh 9.8Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 161 21 51 40 30 125Future Vol, veh/h 161 21 51 40 30 125Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67Heavy Vehicles, % 2 22222Mvmt Flow 240 31 76 60 45 187Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 10.7 9.2 9HCM LOS B A A Lane NBLn1EBLn1SBLn1 Vol Left, % 56% 88% 0%Vol Thru, % 44% 0% 19%Vol Right, % 0% 12% 81%Sign Control Stop Stop StopTraffic Vol by Lane 91 182 155LT Vol 51 161 0Through Vol 40 0 30RT Vol 0 21 125Lane Flow Rate 136 272 231Geometry Grp 1 1 1Degree of Util (X) 0.188 0.367 0.277Departure Headway (Hd) 4.996 4.865 4.315Convergence, Y/N Yes Yes YesCap 716 736 831Service Time 3.045 2.915 2.356HCM Lane V/C Ratio 0.19 0.37 0.278HCM Control Delay 9.2 10.7 9HCM Lane LOS A B AHCM 95th-tile Q 0.7 1.7 1.1 1: Rancho Bernardo Rd & I-15 SB off-ramp HCM 6th Signalized Intersection Summary 01/15/2020 NT+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1664 853 0 1063 537 0 0 0 329 0 523 Future Volume (veh/h) 0 1664 853 0 1063 537 0 0 0 329 0 523 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1752 898 0 1119 565 346 0 551 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 202 Cap, veh/h 670 3014 936 287 1916 595 411 0 1380 Arrive On Green 0.00 0.59 0.59 0.00 0.75 0.75 0.12 0.00 0.12 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 1752 898 0 1119 565 346 0 551Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 30.0 75.0 0.0 13.6 43.4 13.7 0.0 0.0Cycle Q Clear(g_c), s 0.0 30.0 75.0 0.0 13.6 43.4 13.7 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 670 3014 936 287 1916 595 411 0 1380V/C Ratio(X) 0.00 0.58 0.96 0.00 0.58 0.95 0.84 0.00 0.40Avail Cap(c_a), veh/h 670 3086 958 287 2830 879 479 0 1435HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 0.00 1.00 1.00 0.00 0.86 0.86 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 17.9 27.1 0.0 12.6 16.3 60.4 0.0 22.3Incr Delay (d2), s/veh 0.0 0.8 21.2 0.0 1.1 24.0 10.0 0.0 0.1Initial 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 11.2 31.1 0.0 3.6 9.9 6.5 0.0 10.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 18.7 48.3 0.0 13.7 40.3 70.4 0.0 22.3LnGrp LOS A B D A B D E A C Approach Vol, veh/h 2650 1684 897Approach Delay, s/veh 28.7 22.7 40.9Approach LOS C C D Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 28.2 89.0 22.7 58.3 58.9Change Period (Y+Rc), s 5.7 * 6.4 6.1 5.7 * 6.4Max Green Setting (Gmax), s 19.0 * 85 19.4 24.8 * 78Max Q Clear Time (g_c+I1), s 0.0 77.0 15.7 0.0 45.4Green Ext Time (p_c), s 0.0 5.6 0.9 0.0 7.1 Intersection Summary HCM 6th Ctrl Delay 28.9HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2: I-15 NB off-ramp & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 NT+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1156 837 0 1009 508 591 0 554 0 0 0 Future Volume (veh/h) 0 1156 837 0 1009 508 591 0 554 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1192 863 0 1040 524 609 0 571 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222202 Cap, veh/h 157 2334 725 381 2976 924 688 0 1152 Arrive On Green 0.00 0.91 0.91 0.00 0.58 0.58 0.20 0.00 0.20 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 1192 863 0 1040 524 609 0 571Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 5.3 64.0 0.0 14.9 28.8 24.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 5.3 64.0 0.0 14.9 28.8 24.0 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 157 2334 725 381 2976 924 688 0 1152V/C Ratio(X) 0.00 0.51 1.19 0.00 0.35 0.57 0.89 0.00 0.50Avail Cap(c_a), veh/h 157 2334 725 381 2976 924 827 0 1264HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.86 0.86 0.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 3.5 6.0 0.0 15.3 18.2 54.5 0.0 30.3Incr Delay (d2), s/veh 0.0 0.7 97.7 0.0 0.3 2.5 8.9 0.0 0.1Initial 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 1.3 21.8 0.0 5.7 10.7 11.1 0.0 7.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 4.2 103.7 0.0 15.6 20.7 63.4 0.0 30.5LnGrp LOS A A F A B C E A C Approach Vol, veh/h 2055 1564 1180Approach Delay, s/veh 46.0 17.3 47.5Approach LOS D B D Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s35.6 70.4 18.0 88.0 34.0Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4 6.1Max Green Setting (Gmax), s24.3 * 64 7.9 * 82 33.5Max Q Clear Time (g_c+I1), s0.0 66.0 0.0 30.8 26.0Green Ext Time (p_c), s 0.0 0.0 0.0 6.6 1.9 Intersection Summary HCM 6th Ctrl Delay 37.0HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 3: Bernardo Center Dr & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 NT+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 315 967 397 132 703 145 505 453 248 186 261 274 Future Volume (veh/h) 315 967 397 132 703 145 505 453 248 186 261 274 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 328 1007 414 138 732 151 526 472 258 194 272 285 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 398 1337 567 204 894 184 579 626 340 267 682 481 Arrive On Green 0.11 0.36 0.36 0.06 0.30 0.30 0.17 0.28 0.28 0.08 0.19 0.19 Sat Flow, veh/h 3563 3741 1585 3456 2933 605 3456 2222 1208 3456 3554 1585 Grp Volume(v), veh/h 328 1007 414 138 443 440 526 377 353 194 272 285Grp Sat Flow(s),veh/h/ln1781 1870 1585 1728 1777 1761 1728 1777 1653 1728 1777 1585Q Serve(g_s), s 8.4 22.1 21.2 3.6 21.5 21.6 13.9 18.0 18.2 5.1 6.2 14.2Cycle Q Clear(g_c), s 8.4 22.1 21.2 3.6 21.5 21.6 13.9 18.0 18.2 5.1 6.2 14.2Prop In Lane 1.00 1.00 1.00 0.34 1.00 0.73 1.00 1.00Lane Grp Cap(c), veh/h 398 1337 567 204 542 537 579 501 466 267 682 481V/C Ratio(X) 0.82 0.75 0.73 0.68 0.82 0.82 0.91 0.75 0.76 0.73 0.40 0.59Avail Cap(c_a), veh/h 405 1513 641 215 644 639 579 852 793 426 1525 857HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh40.5 26.3 26.0 43.0 30.0 30.0 38.1 30.5 30.6 42.0 33.0 27.6Incr Delay (d2), s/veh 12.0 2.2 4.3 6.1 6.0 6.0 18.0 0.9 1.0 1.4 0.1 0.4Initial 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/ln4.3 9.9 8.4 1.7 9.8 9.7 7.2 7.6 7.2 2.2 2.7 5.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 52.5 28.5 30.3 49.1 36.0 36.0 56.1 31.4 31.5 43.4 33.1 28.0LnGrp LOS D CCDDDECCDCC Approach Vol, veh/h 1749 1021 1256 751Approach Delay, s/veh 33.4 37.8 41.8 33.8Approach LOS CDDC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s9.9 39.5 20.0 23.8 14.8 34.6 11.6 32.2Change Period (Y+Rc), s 4.4 6.2 4.4 5.9 4.4 * 6.2 4.4 * 5.9Max Green Setting (Gmax), s5.8 37.7 15.6 40.0 10.6 * 34 11.5 * 45Max Q Clear Time (g_c+I1), s5.6 24.1 15.9 16.2 10.4 23.6 7.1 20.2Green Ext Time (p_c), s 0.0 9.3 0.0 1.6 0.0 2.9 0.1 3.2 Intersection Summary HCM 6th Ctrl Delay 36.6HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 4: Pomerado Rd & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 NT+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 285 730 184 154 495 317 271 838 125 250 313 196 Future Volume (veh/h) 285 730 184 154 495 317 271 838 125 250 313 196 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 297 760 192 160 516 330 282 873 130 260 326 204 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 324 883 223 188 847 378 326 965 144 295 650 398 Arrive On Green 0.18 0.31 0.31 0.11 0.24 0.24 0.09 0.31 0.31 0.09 0.31 0.31 Sat Flow, veh/h 1781 2810 710 1781 3554 1585 3456 3102 462 3456 2118 1296 Grp Volume(v), veh/h 297 481 471 160 516 330 282 500 503 260 272 258Grp Sat Flow(s),veh/h/ln1781 1777 1743 1781 1777 1585 1728 1777 1787 1728 1777 1637Q Serve(g_s), s 18.4 28.6 28.6 9.9 14.5 17.0 9.0 30.3 30.3 8.4 14.1 14.5Cycle Q Clear(g_c), s 18.4 28.6 28.6 9.9 14.5 17.0 9.0 30.3 30.3 8.4 14.1 14.5Prop In Lane 1.00 0.41 1.00 1.00 1.00 0.26 1.00 0.79Lane Grp Cap(c), veh/h 324 558 548 188 847 378 326 553 556 295 545 502V/C Ratio(X) 0.92 0.86 0.86 0.85 0.61 0.87 0.86 0.90 0.90 0.88 0.50 0.51Avail Cap(c_a), veh/h 327 656 644 216 1079 481 326 571 574 295 547 504HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh45.1 36.2 36.2 49.4 38.1 23.5 50.2 37.1 37.1 50.8 31.9 32.0Incr Delay (d2), s/veh 29.0 10.2 10.4 21.6 0.7 13.6 20.0 18.2 18.2 24.1 1.1 1.3Initial 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/ln10.5 13.5 13.2 5.4 6.3 7.5 4.7 15.4 15.5 4.5 6.0 5.8Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 74.2 46.4 46.6 70.9 38.9 37.1 70.1 55.3 55.2 74.9 33.0 33.3LnGrp LOS E D D E D D EEEECC Approach Vol, veh/h 1249 1006 1285 790Approach Delay, s/veh 53.1 43.4 58.5 46.9Approach LOS D D E D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s16.3 41.2 15.0 39.9 24.8 32.7 15.0 39.9Change Period (Y+Rc), s 4.4 * 5.9 4.4 5.4 4.4 5.9 5.4 * 4.9Max Green Setting (Gmax), s13.6 * 42 10.6 34.6 20.6 34.1 9.6 * 36Max Q Clear Time (g_c+I1), s11.9 30.6 11.0 16.5 20.4 19.0 10.4 32.3Green Ext Time (p_c), s 0.0 4.7 0.0 4.3 0.0 4.1 0.0 2.7 Intersection Summary HCM 6th Ctrl Delay 51.3HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 NT+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_PM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1165 23 17 939 19 13 Future Volume (veh/h) 1165 23 17 939 19 13 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1239 24 18 999 20 13 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 1.00 Percent Heavy Veh, % 2 22222 Cap, veh/h 2107 41 32 2559 55 49 Arrive On Green 0.59 0.59 0.02 0.72 0.03 0.03 Sat Flow, veh/h 3659 69 1781 3647 1781 1585 Grp Volume(v), veh/h 617 646 18 999 20 13Grp Sat Flow(s),veh/h/ln1777 1858 1781 1777 1781 1585Q Serve(g_s), s 8.8 8.8 0.4 4.4 0.4 0.3Cycle Q Clear(g_c), s 8.8 8.8 0.4 4.4 0.4 0.3Prop In Lane 0.04 1.00 1.00 1.00Lane Grp Cap(c), veh/h1050 1098 32 2559 55 49V/C Ratio(X) 0.59 0.59 0.56 0.39 0.37 0.27Avail Cap(c_a), veh/h 2302 2407 286 5568 1160 1032HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 5.2 5.2 19.7 2.2 19.3 19.2Incr Delay (d2), s/veh 0.6 0.6 5.5 0.1 1.5 1.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.4 1.4 0.2 0.0 0.2 0.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 5.8 5.8 25.2 2.3 20.8 20.3LnGrp LOS A A C A C C Approach Vol, veh/h 1263 1017 33Approach Delay, s/veh 5.8 2.7 20.6Approach LOS A A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s5.2 29.5 34.7 5.8Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s6.5 52.5 63.5 26.4Max Q Clear Time (g_c+I1), s2.4 10.8 6.4 2.4Green Ext Time (p_c), s 0.0 13.1 10.6 0.0 Intersection Summary HCM 6th Ctrl Delay 4.7HCM 6th LOS A 6: Avenida Florencia & Espola Rd HCM 6th TWSC 01/15/2020 NT+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_PM.syn Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 1104 25 34 916 19 42Future Vol, veh/h 1104 25 34 916 19 42Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 22222Mvmt Flow 1162 26 36 964 20 44 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1188 0 1716 581 Stage 1 - - - - 1162 - Stage 2 - - - - 554 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 583 - 81 457 Stage 1 - - - - 260 - Stage 2 - - - - 539 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 583 - 76 457Mov Cap-2 Maneuver - - - - 179 - Stage 1 - - - - 244 - Stage 2 - - - - 539 - Approach EB WB NB HCM Control Delay, s 0 0.4 19.7HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 308 - - 583 -HCM Lane V/C Ratio 0.208 - - 0.061 -HCM Control Delay (s) 19.7 - - 11.6 -HCM Lane LOS C - - B -HCM 95th %tile Q(veh) 0.8 - - 0.2 - 7: Valle Verde Rd & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 NT+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 299 820 20 17 670 70 17 12 9 55 7 257 Future Volume (veh/h) 299 820 20 17 670 70 17 12 9 55 7 257 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 315 863 21 18 705 74 18 13 9 58 7 271 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 367 1737 42 45 1004 105 25 18 12 297 312 590 Arrive On Green 0.21 0.49 0.49 0.03 0.31 0.31 0.03 0.03 0.03 0.17 0.17 0.17 Sat Flow, veh/h 1781 3545 86 1781 3246 340 792 572 396 1781 1870 1585 Grp Volume(v), veh/h 315 432 452 18 386 393 40 0 0 58 7 271Grp Sat Flow(s),veh/h/ln 1781 1777 1855 1781 1777 1809 1760 0 0 1781 1870 1585Q Serve(g_s), s 11.6 11.2 11.2 0.7 13.0 13.0 1.5 0.0 0.0 1.9 0.2 8.8Cycle Q Clear(g_c), s 11.6 11.2 11.2 0.7 13.0 13.0 1.5 0.0 0.0 1.9 0.2 8.8Prop In Lane 1.00 0.05 1.00 0.19 0.45 0.22 1.00 1.00Lane Grp Cap(c), veh/h 367 870 909 45 550 560 55 0 0 297 312 590V/C Ratio(X) 0.86 0.50 0.50 0.40 0.70 0.70 0.73 0.00 0.00 0.20 0.02 0.46Avail Cap(c_a), veh/h 849 1610 1681 181 944 961 569 0 0 786 825 1026HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 26.0 11.7 11.7 32.6 20.7 20.7 32.6 0.0 0.0 24.4 23.7 16.1Incr Delay (d2), s/veh 2.3 0.5 0.5 2.1 2.0 2.0 19.8 0.0 0.0 0.1 0.0 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 4.9 4.0 4.2 0.3 5.3 5.4 0.9 0.0 0.0 0.8 0.1 3.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 28.4 12.2 12.2 34.7 22.7 22.7 52.4 0.0 0.0 24.5 23.7 16.4LnGrp LOS C B B CCCDAACCB Approach Vol, veh/h 1199 797 40 336Approach Delay, s/veh 16.5 22.9 52.4 17.9Approach LOS B C D B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.3 39.8 16.6 17.6 27.5 6.2Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 61.6 * 30 32.4 36.1 22.0Max Q Clear Time (g_c+I1), s 2.7 13.2 10.8 13.6 15.0 3.5Green Ext Time (p_c), s 0.0 8.6 0.6 0.4 6.0 0.1 Intersection Summary HCM 6th Ctrl Delay 19.4HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8: Valle Verde Rd & St Andrews Dr HCM 6th TWSC 01/15/2020 NT+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_PM.syn Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 2 2 29 60 3 2 24 266 90 1 238 6Future Vol, veh/h 2 2 29 60 3 2 24 266 90 1 238 6Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91Heavy Vehicles, % 2 22222222222Mvmt Flow 2 2 32 66 3 2 26 292 99 1 262 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 660 707 262 629 615 292 269 0 0 391 0 0 Stage 1 264 264 - 344 344 ------- Stage 2 396 443 - 285 271 -------Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -Pot Cap-1 Maneuver 376 360 777 395 407 747 1295 - - 1168 - - Stage 1 741 690 - 671 637 ------- Stage 2 629 576 - 722 685 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 367 352 777 371 398 747 1295 - - 1168 - -Mov Cap-2 Maneuver 367 352 - 371 398 ------- Stage 1 726 689 - 658 624 ------- Stage 2 611 564 - 690 684 ------- Approach EB WB NB SB HCM Control Delay, s 10.5 16.7 0.5 0HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1295 - - 359 777 372 747 1168 - -HCM Lane V/C Ratio 0.02 - - 0.012 0.041 0.186 0.003 0.001 - -HCM Control Delay (s) 7.8 - - 15.2 9.8 16.9 9.8 8.1 - -HCM Lane LOS A - - C A C A A - -HCM 95th %tile Q(veh) 0.1 - - 0 0.1 0.7 0 0 - - 9: Martincoit Rd/PVT DR 'A & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 NT+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 108 727 48 21 630 37 71 6 37 18 3 53 Future Volume (veh/h) 108 727 48 21 630 37 71 6 37 18 3 53 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 117 765 51 22 663 40 75 7 39 20 3 58 Peak Hour Factor 0.92 0.95 0.95 0.95 0.95 0.92 0.95 0.92 0.95 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 154 1347 90 38 1068 64 120 32 179 44 7 133 Arrive On Green 0.09 0.40 0.40 0.02 0.31 0.31 0.07 0.13 0.13 0.02 0.09 0.09 Sat Flow, veh/h 1781 3381 225 1781 3405 205 1781 247 1376 1781 79 1518 Grp Volume(v), veh/h 117 402 414 22 346 357 75 0 46 20 0 61Grp Sat Flow(s),veh/h/ln 1781 1777 1830 1781 1777 1833 1781 0 1623 1781 0 1597Q Serve(g_s), s 2.9 8.1 8.1 0.6 7.6 7.6 1.9 0.0 1.2 0.5 0.0 1.7Cycle Q Clear(g_c), s 2.9 8.1 8.1 0.6 7.6 7.6 1.9 0.0 1.2 0.5 0.0 1.7Prop In Lane 1.00 0.12 1.00 0.11 1.00 0.85 1.00 0.95Lane Grp Cap(c), veh/h 154 708 729 38 557 575 120 0 211 44 0 140V/C Ratio(X) 0.76 0.57 0.57 0.58 0.62 0.62 0.63 0.00 0.22 0.46 0.00 0.44Avail Cap(c_a), veh/h 564 1571 1618 249 1222 1261 194 0 996 194 0 994HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 20.5 10.7 10.7 22.2 13.4 13.4 20.8 0.0 17.8 22.0 0.0 19.8Incr Delay (d2), s/veh 7.5 0.9 0.8 5.1 1.4 1.3 5.3 0.0 0.2 7.3 0.0 2.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.3 2.3 2.4 0.3 2.4 2.5 0.9 0.0 0.4 0.3 0.0 0.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 28.0 11.6 11.6 27.3 14.8 14.7 26.1 0.0 18.0 29.3 0.0 22.0LnGrp LOS C B B C B B C A B C A C Approach Vol, veh/h 933 725 121 81Approach Delay, s/veh 13.6 15.1 23.0 23.8Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 4.6 24.7 7.6 8.9 8.5 20.9 5.6 10.9Change Period (Y+Rc), s 3.6 6.5 4.5 * 4.9 4.5 6.5 4.5 4.9Max Green Setting (Gmax), s 6.4 40.5 5.0 * 29 14.5 31.5 5.0 28.1Max Q Clear Time (g_c+I1), s 2.6 10.1 3.9 3.7 4.9 9.6 2.5 3.2Green Ext Time (p_c), s 0.0 6.3 0.0 0.3 0.2 4.8 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 15.3HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 10: Espola Rd & Cloudcroft Dr HCM 6th TWSC 01/15/2020 NT+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_PM.syn Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 46 737 647 24 15 28Future Vol, veh/h 46 737 647 24 15 28Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 94 94 94 94 94 94Heavy Vehicles, % 2 22222Mvmt Flow 49 784 688 26 16 30 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 714 0 - 0 1583 357 Stage 1 - - - - 701 - Stage 2 - - - - 882 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 884 - - - 109 640 Stage 1 - - - - 454 - Stage 2 - - - - 404 -Platoon blocked, % - - -Mov Cap-1 Maneuver 884 - - - 103 640Mov Cap-2 Maneuver - - - - 224 - Stage 1 - - - - 429 - Stage 2 - - - - 404 - Approach EB WB SB HCM Control Delay, s 0.5 0 15.5HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 884 - - - 388HCM Lane V/C Ratio 0.055 - - - 0.118HCM Control Delay (s) 9.3 - - - 15.5HCM Lane LOS A - - - CHCM 95th %tile Q(veh) 0.2 - - - 0.4 11: Old Coach Rd & Espola Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 NT+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 63 682 31 0 605 16 14 0 0 17 1 77 Future Volume (veh/h) 63 682 31 0 605 16 14 0 0 17 1 77 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 70 758 34 0 672 18 16 0 0 19 1 86 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 100 1887 85 5 1334 36 29 139 0 34 1 121 Arrive On Green 0.06 0.54 0.54 0.00 0.38 0.38 0.02 0.00 0.00 0.02 0.08 0.08 Sat Flow, veh/h 1781 3464 155 1781 3535 95 1781 1870 0 1781 18 1570 Grp Volume(v), veh/h 70 389 403 0 338 352 16 0 0 19 0 87Grp Sat Flow(s),veh/h/ln 1781 1777 1842 1781 1777 1853 1781 1870 0 1781 0 1588Q Serve(g_s), s 1.4 4.6 4.6 0.0 5.2 5.3 0.3 0.0 0.0 0.4 0.0 1.9Cycle Q Clear(g_c), s 1.4 4.6 4.6 0.0 5.2 5.3 0.3 0.0 0.0 0.4 0.0 1.9Prop In Lane 1.00 0.08 1.00 0.05 1.00 0.00 1.00 0.99Lane Grp Cap(c), veh/h 100 968 1003 5 671 700 29 139 0 34 0 123V/C Ratio(X) 0.70 0.40 0.40 0.00 0.50 0.50 0.55 0.00 0.00 0.55 0.00 0.71Avail Cap(c_a), veh/h 595 1854 1922 273 1532 1598 297 1249 0 297 0 1060HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00Uniform Delay (d), s/veh 16.7 4.8 4.8 0.0 8.6 8.6 17.5 0.0 0.0 17.5 0.0 16.2Incr Delay (d2), s/veh 3.3 0.4 0.4 0.0 0.8 0.8 5.8 0.0 0.0 5.1 0.0 5.5Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.6 0.9 1.0 0.0 1.5 1.6 0.2 0.0 0.0 0.2 0.0 0.8Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 20.0 5.2 5.1 0.0 9.4 9.4 23.3 0.0 0.0 22.6 0.0 21.7LnGrp LOS C AAAAACAACAC Approach Vol, veh/h 862 690 16 106Approach Delay, s/veh 6.4 9.4 23.3 21.9Approach LOS A A C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 0.0 24.6 4.6 6.8 6.0 18.6 4.7 6.7Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 4.0 5.0 4.0 4.0Max Green Setting (Gmax), s 5.5 37.5 6.0 24.0 12.0 31.0 6.0 24.0Max Q Clear Time (g_c+I1), s 0.0 6.6 2.3 3.9 3.4 7.3 2.4 0.0Green Ext Time (p_c), s 0.0 8.2 0.0 0.3 0.0 6.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 8.8HCM 6th LOS A 12: Espola Rd & Lake Poway Rd HCM 6th Signalized Intersection Summary 01/15/2020 NT+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 36 2 11 56 5 45 20 528 13 7 615 29 Future Volume (veh/h) 36 2 11 56 5 45 20 528 13 7 615 29 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 38 2 11 58 5 47 21 550 14 7 641 30 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 75 11 58 111 10 106 162 1096 28 162 1070 50 Arrive On Green 0.04 0.04 0.04 0.07 0.07 0.07 0.09 0.31 0.31 0.09 0.31 0.31 Sat Flow, veh/h 1781 250 1373 1646 142 1585 1781 3541 90 1781 3456 162 Grp Volume(v), veh/h 38 0 13 63 0 47 21 276 288 7 329 342Grp Sat Flow(s),veh/h/ln1781 0 1623 1788 0 1585 1781 1777 1854 1781 1777 1841Q Serve(g_s), s 0.9 0.0 0.3 1.5 0.0 1.3 0.5 5.6 5.6 0.2 6.9 6.9Cycle Q Clear(g_c), s 0.9 0.0 0.3 1.5 0.0 1.3 0.5 5.6 5.6 0.2 6.9 6.9Prop In Lane 1.00 0.85 0.92 1.00 1.00 0.05 1.00 0.09Lane Grp Cap(c), veh/h 75 0 68 120 0 106 162 550 574 162 550 570V/C Ratio(X) 0.51 0.00 0.19 0.52 0.00 0.44 0.13 0.50 0.50 0.04 0.60 0.60Avail Cap(c_a), veh/h 1096 0 998 1059 0 939 732 1097 1145 728 1093 1133HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh20.7 0.0 20.4 19.9 0.0 19.8 18.4 12.4 12.4 18.3 12.9 12.9Incr Delay (d2), s/veh 2.0 0.0 0.5 3.5 0.0 2.9 0.1 0.9 0.8 0.0 1.3 1.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.4 0.0 0.1 0.7 0.0 0.5 0.2 1.9 2.0 0.1 2.4 2.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 22.6 0.0 20.9 23.4 0.0 22.6 18.6 13.3 13.3 18.3 14.1 14.1LnGrp LOS C A C C A C BBBBBB Approach Vol, veh/h 51 110 585 678Approach Delay, s/veh 22.2 23.1 13.5 14.2Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s8.5 20.5 7.2 8.5 20.5 7.9Change Period (Y+Rc), s 4.5 6.9 * 5.3 4.5 6.9 4.9Max Green Setting (Gmax), s18.0 27.2 * 27 18.1 27.1 26.1Max Q Clear Time (g_c+I1), s2.2 7.6 2.9 2.5 8.9 3.5Green Ext Time (p_c), s 0.0 4.0 0.1 0.0 4.7 0.4 Intersection Summary HCM 6th Ctrl Delay 14.9HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 13: Espola Rd & Titan Wy/Eden Grove HCM 6th Signalized Intersection Summary 01/15/2020 NT+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 40 1 94 9 3 5 112 566 11 9 679 73 Future Volume (veh/h) 40 1 94 9 3 5 112 566 11 9 679 73 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 45 1 106 10 3 6 126 636 12 10 763 82 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 68 2 162 19 42 84 243 1594 30 19 1375 613 Arrive On Green 0.04 0.10 0.10 0.01 0.08 0.08 0.07 0.45 0.45 0.01 0.39 0.39 Sat Flow, veh/h 1781 15 1572 1781 557 1113 3456 3568 67 1781 3554 1585 Grp Volume(v), veh/h 45 0 107 10 0 9 126 317 331 10 763 82Grp Sat Flow(s),veh/h/ln1781 0 1587 1781 0 1670 1728 1777 1858 1781 1777 1585Q Serve(g_s), s 1.1 0.0 2.9 0.3 0.0 0.2 1.6 5.4 5.4 0.3 7.6 1.5Cycle Q Clear(g_c), s 1.1 0.0 2.9 0.3 0.0 0.2 1.6 5.4 5.4 0.3 7.6 1.5Prop In Lane 1.00 0.99 1.00 0.67 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 68 0 163 19 0 125 243 794 830 19 1375 613V/C Ratio(X) 0.66 0.00 0.66 0.54 0.00 0.07 0.52 0.40 0.40 0.54 0.56 0.13Avail Cap(c_a), veh/h 335 0 1353 256 0 1349 880 1943 2032 256 3469 1547HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh21.4 0.0 19.5 22.2 0.0 19.4 20.3 8.4 8.4 22.2 10.8 9.0Incr Delay (d2), s/veh 4.0 0.0 1.7 8.7 0.0 0.1 0.6 0.4 0.4 8.7 0.4 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.5 0.0 1.0 0.1 0.0 0.1 0.6 1.6 1.7 0.1 2.4 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 25.5 0.0 21.2 30.9 0.0 19.5 20.9 8.8 8.8 30.9 11.2 9.1LnGrp LOS C A C C A B C A A C B A Approach Vol, veh/h 152 19 774 855Approach Delay, s/veh 22.4 25.5 10.8 11.3Approach LOS C C B B Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.0 27.1 4.0 9.1 7.7 24.4 5.2 7.9Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s6.5 * 49 6.5 38.5 11.5 44.1 8.5 36.5Max Q Clear Time (g_c+I1), s2.3 7.4 2.3 4.9 3.6 9.6 3.1 2.2Green Ext Time (p_c), s 0.0 5.6 0.0 0.4 0.1 7.9 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 12.1HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 14: Espola Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 NT+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 430 49 562 10 31 7 297 361 12 16 421 401 Future Volume (veh/h) 430 49 562 10 31 7 297 361 12 16 421 401 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 453 52 592 11 33 7 313 380 13 17 443 422 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 532 684 759 14 329 70 390 695 589 27 533 695 Arrive On Green 0.15 0.37 0.37 0.01 0.22 0.22 0.11 0.37 0.37 0.02 0.28 0.28 Sat Flow, veh/h 3456 1870 1585 1781 1496 317 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 453 52 592 11 0 40 313 380 13 17 443 422Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1813 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 11.8 1.7 28.7 0.6 0.0 1.6 8.2 14.8 0.5 0.9 20.5 18.8Cycle Q Clear(g_c), s 11.8 1.7 28.7 0.6 0.0 1.6 8.2 14.8 0.5 0.9 20.5 18.8Prop In Lane 1.00 1.00 1.00 0.17 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 532 684 759 14 0 399 390 695 589 27 533 695V/C Ratio(X) 0.85 0.08 0.78 0.77 0.00 0.10 0.80 0.55 0.02 0.62 0.83 0.61Avail Cap(c_a), veh/h 666 948 982 96 0 667 546 867 734 102 658 802HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh38.1 19.1 20.0 45.7 0.0 28.7 40.0 22.9 18.4 45.2 30.9 19.8Incr Delay (d2), s/veh 7.2 0.1 3.4 27.3 0.0 0.1 3.8 0.3 0.0 8.4 7.8 1.2Initial 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/ln5.4 0.7 10.6 0.4 0.0 0.7 3.6 6.4 0.2 0.4 10.1 6.8Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 45.3 19.2 23.4 73.0 0.0 28.9 43.8 23.1 18.4 53.6 38.8 21.0LnGrp LOS D B C E A C D C B D D C Approach Vol, veh/h 1097 51 706 882Approach Delay, s/veh 32.2 38.4 32.2 30.6Approach LOS CDCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.2 40.4 13.9 32.8 18.7 26.9 5.9 40.8Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.0 46.8 14.6 32.5 17.8 34.0 5.3 * 43Max Q Clear Time (g_c+I1), s2.6 30.7 10.2 22.5 13.8 3.6 2.9 16.8Green Ext Time (p_c), s 0.0 3.1 0.3 3.8 0.4 0.2 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 31.8HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 15: Pomerado Rd & Rios Rd HCM 6th Signalized Intersection Summary 01/15/2020 NT+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 14 13 42 13 14 27 1254 84 25 591 33 Future Volume (veh/h) 11 14 13 42 13 14 27 1254 84 25 591 33 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 12 15 14 45 14 15 29 1334 89 27 629 35 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 305 130 121 305 120 129 46 1884 125 43 1902 106 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.03 0.56 0.56 0.02 0.56 0.56 Sat Flow, veh/h 1381 890 831 1381 826 885 1781 3382 225 1781 3423 190 Grp Volume(v), veh/h 12 0 29 45 0 29 29 699 724 27 326 338Grp Sat Flow(s),veh/h/ln1381 0 1721 1381 0 1711 1781 1777 1830 1781 1777 1836Q Serve(g_s), s 0.4 0.0 0.8 1.7 0.0 0.9 0.9 16.6 16.8 0.9 5.8 5.8Cycle Q Clear(g_c), s 1.3 0.0 0.8 2.5 0.0 0.9 0.9 16.6 16.8 0.9 5.8 5.8Prop In Lane 1.00 0.48 1.00 0.52 1.00 0.12 1.00 0.10Lane Grp Cap(c), veh/h 305 0 250 305 0 249 46 990 1020 43 988 1020V/C Ratio(X) 0.04 0.00 0.12 0.15 0.00 0.12 0.63 0.71 0.71 0.62 0.33 0.33Avail Cap(c_a), veh/h 781 0 844 798 0 860 178 1240 1277 166 1249 1291HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh22.1 0.0 21.5 22.6 0.0 21.5 27.9 9.4 9.4 28.0 7.0 7.0Incr Delay (d2), s/veh 0.0 0.0 0.1 0.1 0.0 0.1 5.2 1.6 1.6 5.3 0.4 0.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.3 0.5 0.0 0.3 0.4 5.3 5.5 0.4 1.8 1.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 22.1 0.0 21.6 22.7 0.0 21.6 33.2 11.0 11.0 33.3 7.4 7.4LnGrp LOS C A C C A C C B B C A A Approach Vol, veh/h 41 74 1452 691Approach Delay, s/veh 21.7 22.2 11.5 8.4Approach LOS C C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.8 38.1 14.0 5.9 38.0 14.0Change Period (Y+Rc), s 4.4 5.8 5.6 4.4 * 5.8 * 5.6Max Green Setting (Gmax), s5.4 40.4 28.4 5.8 * 41 * 29Max Q Clear Time (g_c+I1), s2.9 18.8 3.3 2.9 7.8 4.5Green Ext Time (p_c), s 0.0 13.5 0.1 0.0 8.3 0.1 Intersection Summary HCM 6th Ctrl Delay 11.0HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 16: Pomerado Rd & Higa Pl/Avenida La Valencia HCM 6th Signalized Intersection Summary 01/15/2020 NT+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 11 8 8 49 8 28 12 1393 101 38 591 7 Future Volume (veh/h) 11 8 8 49 8 28 12 1393 101 38 591 7 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 12 9 9 52 9 30 13 1482 107 40 629 7 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 266 90 90 262 197 167 23 1984 143 59 2196 24 Arrive On Green 0.11 0.11 0.11 0.11 0.11 0.11 0.01 0.59 0.59 0.03 0.61 0.61 Sat Flow, veh/h 1368 858 858 1395 1870 1585 1781 3362 242 1781 3600 40 Grp Volume(v), veh/h 12 0 18 52 9 30 13 780 809 40 310 326Grp Sat Flow(s),veh/h/ln1368 0 1716 1395 1870 1585 1781 1777 1827 1781 1777 1863Q Serve(g_s), s 0.4 0.0 0.5 2.0 0.2 1.0 0.4 18.1 18.4 1.3 4.7 4.7Cycle Q Clear(g_c), s 0.7 0.0 0.5 2.5 0.2 1.0 0.4 18.1 18.4 1.3 4.7 4.7Prop In Lane 1.00 0.50 1.00 1.00 1.00 0.13 1.00 0.02Lane Grp Cap(c), veh/h 266 0 181 262 197 167 23 1049 1078 59 1084 1137V/C Ratio(X) 0.05 0.00 0.10 0.20 0.05 0.18 0.56 0.74 0.75 0.68 0.29 0.29Avail Cap(c_a), veh/h 876 0 946 884 1032 874 171 1194 1228 180 1213 1272HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh23.0 0.0 22.8 23.9 22.7 23.0 27.7 8.4 8.5 27.0 5.2 5.2Incr Delay (d2), s/veh 0.0 0.0 0.1 0.1 0.0 0.2 7.6 2.5 2.5 5.0 0.2 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.2 0.6 0.1 0.3 0.2 5.7 5.9 0.6 1.3 1.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 23.0 0.0 22.9 24.1 22.7 23.2 35.2 10.9 11.0 32.0 5.4 5.4LnGrp LOS C A CCCCDBBCAA Approach Vol, veh/h 30 91 1602 676Approach Delay, s/veh 22.9 23.6 11.2 7.0Approach LOS C C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.3 39.3 10.8 5.1 40.4 10.8Change Period (Y+Rc), s 4.4 6.0 4.9 4.4 * 6 4.9Max Green Setting (Gmax), s5.7 37.9 31.1 5.4 * 39 31.1Max Q Clear Time (g_c+I1), s3.3 20.4 2.7 2.4 6.7 4.5Green Ext Time (p_c), s 0.0 12.9 0.0 0.0 5.6 0.1 Intersection Summary HCM 6th Ctrl Delay 10.6HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 17: Pomerado Rd & Stone Canyon Rd HCM 6th Signalized Intersection Summary 01/15/2020 NT+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 74 25 14 116 2 27 20 1501 197 23 672 30 Future Volume (veh/h) 74 25 14 116 2 27 20 1501 197 23 672 30 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 80 27 15 126 2 29 22 1632 214 25 730 33 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 72 15 566 82 1 566 34 1408 181 37 1546 70 Arrive On Green 0.36 0.36 0.36 0.36 0.36 0.36 0.02 0.44 0.44 0.02 0.45 0.45 Sat Flow, veh/h 0 41 1585 0 2 1585 1781 3166 408 1781 3463 156 Grp Volume(v), veh/h 107 0 15 128 0 29 22 903 943 25 374 389Grp Sat Flow(s),veh/h/ln 41 0 1585 2 0 1585 1781 1777 1797 1781 1777 1842Q Serve(g_s), s 0.0 0.0 0.5 0.0 0.0 1.0 1.1 38.6 38.6 1.2 12.8 12.8Cycle Q Clear(g_c), s 31.0 0.0 0.5 31.0 0.0 1.0 1.1 38.6 38.6 1.2 12.8 12.8Prop In Lane 0.75 1.00 0.98 1.00 1.00 0.23 1.00 0.08Lane Grp Cap(c), veh/h 87 0 566 83 0 566 34 790 799 37 793 823V/C Ratio(X) 1.23 0.00 0.03 1.54 0.00 0.05 0.65 1.14 1.18 0.67 0.47 0.47Avail Cap(c_a), veh/h 87 0 566 83 0 566 111 790 799 105 793 823HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh38.3 0.0 18.1 43.2 0.0 18.3 42.3 24.1 24.1 42.2 16.8 16.8Incr Delay (d2), s/veh 170.4 0.0 0.0 295.1 0.0 0.0 7.6 79.1 93.9 7.6 0.5 0.5Initial 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/ln6.0 0.0 0.2 8.6 0.0 0.4 0.5 32.3 36.0 0.6 5.1 5.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 208.7 0.0 18.1 338.3 0.0 18.3 49.9 103.2 118.0 49.8 17.4 17.4LnGrp LOS F A B F A B D F F D B B Approach Vol, veh/h 122 157 1868 788Approach Delay, s/veh 185.3 279.2 110.0 18.4Approach LOS F F F B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.2 44.6 36.0 6.0 44.8 36.0Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 * 5Max Green Setting (Gmax), s5.1 38.6 30.9 5.4 * 39 * 31Max Q Clear Time (g_c+I1), s3.2 40.6 33.0 3.1 14.8 33.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 6.1 0.0 Intersection Summary HCM 6th Ctrl Delay 97.6HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy HCM 6th Signalized Intersection Summary 01/15/2020 NT+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 448 0 158 3 1 14 227 1304 0 7 614 212 Future Volume (veh/h) 448 0 158 3 1 14 227 1304 0 7 614 212 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 535 0 113 3 1 15 244 1402 0 8 660 228 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 640 0 285 3 1 17 282 2012 0 14 1077 372 Arrive On Green 0.18 0.00 0.18 0.01 0.01 0.01 0.16 0.57 0.00 0.01 0.42 0.42 Sat Flow, veh/h 3563 0 1585 257 86 1284 1781 3647 0 1781 2591 895 Grp Volume(v), veh/h 535 0 113 19 0 0 244 1402 0 8 452 436Grp Sat Flow(s),veh/h/ln1781 0 1585 1626 0 0 1781 1777 0 1781 1777 1709Q Serve(g_s), s 13.1 0.0 5.7 1.1 0.0 0.0 12.1 25.6 0.0 0.4 18.0 18.1Cycle Q Clear(g_c), s 13.1 0.0 5.7 1.1 0.0 0.0 12.1 25.6 0.0 0.4 18.0 18.1Prop In Lane 1.00 1.00 0.16 0.79 1.00 0.00 1.00 0.52Lane Grp Cap(c), veh/h 640 0 285 21 0 0 282 2012 0 14 739 711V/C Ratio(X) 0.84 0.00 0.40 0.91 0.00 0.00 0.86 0.70 0.00 0.56 0.61 0.61Avail Cap(c_a), veh/h 1096 0 488 108 0 0 512 2359 0 101 777 747HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh35.8 0.0 32.8 44.6 0.0 0.0 37.1 14.1 0.0 44.7 20.7 20.7Incr Delay (d2), s/veh 1.1 0.0 0.3 69.1 0.0 0.0 3.1 1.3 0.0 12.0 2.3 2.4Initial 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/ln5.7 0.0 2.2 0.8 0.0 0.0 5.4 9.6 0.0 0.2 7.6 7.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 36.9 0.0 33.1 113.7 0.0 0.0 40.2 15.3 0.0 56.6 23.0 23.1LnGrp LOS D A C F A A D B A E C C Approach Vol, veh/h 648 19 1646 896Approach Delay, s/veh 36.3 113.7 19.0 23.4Approach LOS D F B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.1 57.3 22.8 18.7 43.7 5.2Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s5.1 60.0 27.8 26.0 * 40 6.0Max Q Clear Time (g_c+I1), s2.4 27.6 15.1 14.1 20.1 3.1Green Ext Time (p_c), s 0.0 23.6 1.1 0.3 10.5 0.0 Intersection Summary HCM 6th Ctrl Delay 24.3HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 19: Pomerado Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 NT+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 270 1219 411 17 916 421 432 848 19 356 670 334 Future Volume (veh/h) 270 1219 411 17 916 421 432 848 19 356 670 334 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 284 1283 433 18 964 443 455 893 20 375 705 0 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 347 1549 521 21 1143 510 521 999 22 439 914 Arrive On Green 0.10 0.41 0.41 0.01 0.32 0.32 0.15 0.28 0.28 0.13 0.26 0.00 Sat Flow, veh/h 3456 3776 1270 1781 3554 1585 3456 3553 80 3456 3554 1585 Grp Volume(v), veh/h 284 1156 560 18 964 443 455 447 466 375 705 0Grp Sat Flow(s),veh/h/ln1728 1702 1642 1781 1777 1585 1728 1777 1856 1728 1777 1585Q Serve(g_s), s 8.5 32.2 32.4 1.1 26.8 27.9 13.7 25.6 25.6 11.3 19.5 0.0Cycle Q Clear(g_c), s 8.5 32.2 32.4 1.1 26.8 27.9 13.7 25.6 25.6 11.3 19.5 0.0Prop In Lane 1.00 0.77 1.00 1.00 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 347 1397 674 21 1143 510 521 499 522 439 914V/C Ratio(X) 0.82 0.83 0.83 0.85 0.84 0.87 0.87 0.89 0.89 0.85 0.77Avail Cap(c_a), veh/h 407 1517 732 86 1336 596 612 568 593 511 1031HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh46.8 27.9 28.0 52.3 33.5 33.9 44.1 36.6 36.6 45.3 36.5 0.0Incr Delay (d2), s/veh 9.3 3.3 6.8 27.2 3.9 10.5 10.5 14.3 13.8 10.5 2.7 0.0Initial 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 13.3 13.6 0.6 11.9 12.0 6.6 12.9 13.4 5.4 8.7 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 56.0 31.3 34.8 79.5 37.4 44.4 54.6 50.9 50.4 55.8 39.2 0.0LnGrp LOS E C C E DDDDDED Approach Vol, veh/h 2000 1425 1368 1080 AApproach Delay, s/veh 35.8 40.1 52.0 45.0Approach LOS DDDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.8 48.0 20.5 31.8 15.2 38.6 18.0 34.3Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.1 47.3 18.8 30.8 12.5 39.9 15.7 33.9Max Q Clear Time (g_c+I1), s3.1 34.4 15.7 21.5 10.5 29.9 13.3 27.6Green Ext Time (p_c), s 0.0 7.2 0.3 2.4 0.1 4.2 0.2 2.2 Intersection Summary HCM 6th Ctrl Delay 42.3HCM 6th LOS D Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 20: Del Norte/Avenida Florencia & Avenida La Valencia HCM 6th AWSC 01/15/2020 NT+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_PM.syn Intersection Intersection Delay, s/veh 7.7Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 27 105 10 2 31 4 6 15 3 4 6 25Future Vol, veh/h 27 105 10 2 31 4 6 15 3 4 6 25Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94Heavy Vehicles, % 2 22222222222Mvmt Flow 29 112 11 2 33 4 6 16 3 4 6 27Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 7.9 7.4 7.5 7.1HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 25% 19% 5% 11%Vol Thru, % 62% 74% 84% 17%Vol Right, % 12% 7% 11% 71%Sign Control Stop Stop Stop StopTraffic Vol by Lane 24 142 37 35LT Vol 6 27 2 4Through Vol 15 105 31 6RT Vol 3 10 4 25Lane Flow Rate 26 151 39 37Geometry Grp 1111Degree of Util (X) 0.03 0.171 0.045 0.04Departure Headway (Hd) 4.267 4.069 4.104 3.876Convergence, Y/N Yes Yes Yes YesCap 825 879 865 907Service Time 2.364 2.105 2.164 1.973HCM Lane V/C Ratio 0.032 0.172 0.045 0.041HCM Control Delay 7.5 7.9 7.4 7.1HCM Lane LOS AAAAHCM 95th-tile Q 0.1 0.6 0.1 0.1 21: Stone Canyon Rd & Del Norte HCM 6th AWSC 01/15/2020 NT+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_PM.syn Intersection Intersection Delay, s/veh 8.6Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 29 202 0 0 122 30004023Future Vol, veh/h 29 202 0 0 122 30004023Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Heavy Vehicles, % 2 22222222222Mvmt Flow 33 232 0 0 140 30005026Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 9 8.1 0 7.5HCM LOS A A - A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 0% 13% 0% 15%Vol Thru, % 100% 87% 98% 0%Vol Right, % 0% 0% 2% 85%Sign Control Stop Stop Stop StopTraffic Vol by Lane 0 231 125 27LT Vol 0 29 0 4Through Vol 0 202 122 0RT Vol 0 0 3 23Lane Flow Rate 0 266 144 31Geometry Grp 1111Degree of Util (X) 0 0.304 0.167 0.037Departure Headway (Hd) 4.862 4.122 4.174 4.334Convergence, Y/N Yes Yes Yes YesCap 0 866 849 831Service Time 2.863 2.174 2.25 2.334HCM Lane V/C Ratio 0 0.307 0.17 0.037HCM Control Delay 7.9 9 8.1 7.5HCM Lane LOS N A A AHCM 95th-tile Q 0 1.3 0.6 0.1 22: Martincoit Rd & Stone Canyon Rd HCM 6th AWSC 01/15/2020 NT+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_PM.syn Intersection Intersection Delay, s/veh 7.9Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 99 46 40 26 38 58Future Vol, veh/h 99 46 40 26 38 58Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Heavy Vehicles, % 2 22222Mvmt Flow 104 48 42 27 40 61Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 8.2 7.9 7.5HCM LOS A A A Lane NBLn1EBLn1SBLn1 Vol Left, % 61% 68% 0%Vol Thru, % 39% 0% 40%Vol Right, % 0% 32% 60%Sign Control Stop Stop StopTraffic Vol by Lane 66 145 96LT Vol 40 99 0Through Vol 26 0 38RT Vol 0 46 58Lane Flow Rate 69 153 101Geometry Grp 1 1 1Degree of Util (X) 0.087 0.177 0.112Departure Headway (Hd) 4.507 4.173 3.996Convergence, Y/N Yes Yes YesCap 800 847 902Service Time 2.507 2.262 1.998HCM Lane V/C Ratio 0.086 0.181 0.112HCM Control Delay 7.9 8.2 7.5HCM Lane LOS A A AHCM 95th-tile Q 0.3 0.6 0.4 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\3rd Submittal\Appendices.3015.doc APPENDIX I PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS– HORIZON YEAR 2035 1: Rancho Bernardo Rd & I-15 SB off-ramp HCM 6th Signalized Intersection Summary 01/15/2020 2035 AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 941 686 0 1492 634 0 0 0 537 0 1298 Future Volume (veh/h) 0 941 686 0 1492 634 0 0 0 537 0 1298 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 991 722 0 1571 667 565 0 1366 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 202 Cap, veh/h 572 2492 774 346 1845 573 649 0 1419 Arrive On Green 0.00 0.49 0.49 0.00 0.72 0.72 0.19 0.00 0.19 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 991 722 0 1571 667 565 0 1366Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 17.3 59.9 0.0 31.0 50.6 22.2 0.0 21.1Cycle Q Clear(g_c), s 0.0 17.3 59.9 0.0 31.0 50.6 22.2 0.0 21.1Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 572 2492 774 346 1845 573 649 0 1419V/C Ratio(X) 0.00 0.40 0.93 0.00 0.85 1.16 0.87 0.00 0.96Avail Cap(c_a), veh/h 572 3286 1020 346 1845 573 689 0 1451HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 0.00 1.00 1.00 0.00 0.77 0.77 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 22.8 33.7 0.0 16.7 19.4 55.2 0.0 33.1Incr Delay (d2), s/veh 0.0 0.5 19.6 0.0 4.1 88.3 10.6 0.0 15.3Initial 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 6.8 25.9 0.0 6.3 22.5 10.5 0.0 33.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 23.2 53.3 0.0 20.7 107.7 65.8 0.0 48.4LnGrp LOS A C D A C F E A D Approach Vol, veh/h 1713 2238 1931Approach Delay, s/veh 35.9 46.7 53.5Approach LOS D D D Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 32.9 74.7 32.4 50.6 57.0Change Period (Y+Rc), s 5.7 * 6.4 6.1 5.7 * 6.4Max Green Setting (Gmax), s 5.0 * 90 27.9 43.3 * 51Max Q Clear Time (g_c+I1), s 0.0 61.9 24.2 0.0 52.6Green Ext Time (p_c), s 0.0 6.4 2.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 45.8HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2: I-15 NB off-ramp & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1064 414 0 1268 256 858 0 520 0 0 0 Future Volume (veh/h) 0 1064 414 0 1268 256 858 0 520 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1097 427 0 1307 264 885 0 536 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222202 Cap, veh/h 206 1663 516 467 2411 748 976 0 1518 Arrive On Green 0.00 0.65 0.65 0.00 0.47 0.47 0.28 0.00 0.28 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 1097 427 0 1307 264 885 0 536Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 18.4 28.5 0.0 25.4 14.8 34.6 0.0 0.0Cycle Q Clear(g_c), s 0.0 18.4 28.5 0.0 25.4 14.8 34.6 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 206 1663 516 467 2411 748 976 0 1518V/C Ratio(X) 0.00 0.66 0.83 0.00 0.54 0.35 0.91 0.00 0.35Avail Cap(c_a), veh/h 206 1663 516 467 2411 748 1281 0 1765HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.86 0.86 0.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 19.7 21.4 0.0 26.2 23.4 48.5 0.0 18.0Incr Delay (d2), s/veh 0.0 1.8 12.4 0.0 0.9 1.3 6.7 0.0 0.1Initial 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 5.1 8.1 0.0 10.3 5.7 15.5 0.0 4.8Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 21.4 33.8 0.0 27.1 24.7 55.1 0.0 18.0LnGrp LOS A C C A C C E A B Approach Vol, veh/h 1524 1571 1421Approach Delay, s/veh 24.9 26.7 41.2Approach LOS C C D Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s42.4 52.0 21.9 72.5 45.6Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4 6.1Max Green Setting (Gmax), s24.3 * 46 5.0 * 66 51.9Max Q Clear Time (g_c+I1), s0.0 30.5 0.0 27.4 36.6Green Ext Time (p_c), s 0.0 5.3 0.0 7.8 2.9 Intersection Summary HCM 6th Ctrl Delay 30.6HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 3: Bernardo Center Dr & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 314 818 392 168 982 136 269 244 113 196 431 230 Future Volume (veh/h) 314 818 392 168 982 136 269 244 113 196 431 230 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 327 852 408 175 1023 142 280 254 118 204 449 240 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 405 1543 654 249 1162 161 354 471 212 282 629 461 Arrive On Green 0.11 0.41 0.41 0.07 0.37 0.37 0.10 0.20 0.20 0.08 0.18 0.18 Sat Flow, veh/h 3563 3741 1585 3456 3134 435 3456 2381 1073 3456 3554 1585 Grp Volume(v), veh/h 327 852 408 175 580 585 280 188 184 204 449 240Grp Sat Flow(s),veh/h/ln1781 1870 1585 1728 1777 1792 1728 1777 1677 1728 1777 1585Q Serve(g_s), s 7.9 15.3 18.0 4.4 26.9 27.0 7.0 8.4 8.8 5.1 10.5 11.2Cycle Q Clear(g_c), s 7.9 15.3 18.0 4.4 26.9 27.0 7.0 8.4 8.8 5.1 10.5 11.2Prop In Lane 1.00 1.00 1.00 0.24 1.00 0.64 1.00 1.00Lane Grp Cap(c), veh/h 405 1543 654 249 659 664 354 351 332 282 629 461V/C Ratio(X) 0.81 0.55 0.62 0.70 0.88 0.88 0.79 0.53 0.56 0.72 0.71 0.52Avail Cap(c_a), veh/h 467 1704 722 344 771 778 391 765 722 488 1607 897HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh38.3 19.8 20.6 40.1 26.0 26.0 38.8 31.8 32.0 39.6 34.3 26.2Incr Delay (d2), s/veh 7.7 0.5 1.8 1.6 9.3 9.3 8.5 0.5 0.5 1.3 0.6 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln3.8 6.5 6.7 1.9 12.5 12.6 3.3 3.6 3.5 2.2 4.5 4.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 46.0 20.2 22.4 41.8 35.2 35.3 47.3 32.3 32.5 41.0 34.9 26.6LnGrp LOS D CCDDDDCCDCC Approach Vol, veh/h 1587 1340 652 893Approach Delay, s/veh 26.1 36.1 38.8 34.0Approach LOS CDDC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s10.8 42.7 13.5 21.6 14.5 39.0 11.6 23.4Change Period (Y+Rc), s 4.4 6.2 4.4 5.9 4.4 * 6.2 4.4 * 5.9Max Green Setting (Gmax), s8.8 40.3 10.0 40.0 11.6 * 38 12.5 * 38Max Q Clear Time (g_c+I1), s6.4 20.0 9.0 13.2 9.9 29.0 7.1 10.8Green Ext Time (p_c), s 0.1 10.8 0.1 2.5 0.1 3.8 0.2 1.5 Intersection Summary HCM 6th Ctrl Delay 32.5HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 4: Pomerado Rd & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 155 529 232 238 834 317 162 372 140 325 704 217 Future Volume (veh/h) 155 529 232 238 834 317 162 372 140 325 704 217 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 167 569 249 256 897 341 174 400 151 349 757 233 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 194 660 288 283 1152 514 231 527 197 619 869 268 Arrive On Green 0.11 0.27 0.27 0.16 0.32 0.32 0.07 0.21 0.21 0.18 0.32 0.32 Sat Flow, veh/h 1781 2407 1051 1781 3554 1585 3456 2533 945 3456 2675 823 Grp Volume(v), veh/h 167 420 398 256 897 341 174 279 272 349 503 487Grp Sat Flow(s),veh/h/ln1781 1777 1681 1781 1777 1585 1728 1777 1700 1728 1777 1722Q Serve(g_s), s 10.6 25.8 25.9 16.2 26.2 12.5 5.7 16.9 17.3 10.6 30.6 30.6Cycle Q Clear(g_c), s 10.6 25.8 25.9 16.2 26.2 12.5 5.7 16.9 17.3 10.6 30.6 30.6Prop In Lane 1.00 0.63 1.00 1.00 1.00 0.56 1.00 0.48Lane Grp Cap(c), veh/h 194 487 461 283 1152 514 231 370 354 619 577 559V/C Ratio(X) 0.86 0.86 0.86 0.90 0.78 0.66 0.75 0.75 0.77 0.56 0.87 0.87Avail Cap(c_a), veh/h 197 573 542 293 1325 591 271 557 533 619 625 606HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh50.3 39.6 39.6 47.4 35.1 11.6 52.6 42.7 42.8 43.0 36.5 36.5Incr Delay (d2), s/veh 28.2 11.5 12.3 28.0 2.7 2.4 7.5 5.3 6.1 0.7 12.7 13.1Initial 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/ln6.1 12.4 11.9 9.2 11.4 4.4 2.7 7.8 7.7 4.5 14.8 14.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 78.5 51.1 51.9 75.5 37.8 14.0 60.2 48.0 48.9 43.8 49.2 49.6LnGrp LOS E D D E D B E DDDDD Approach Vol, veh/h 985 1494 725 1339Approach Delay, s/veh 56.1 38.8 51.3 47.9Approach LOS E D D D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s22.6 37.4 12.1 42.7 16.9 43.1 26.0 28.8Change Period (Y+Rc), s 4.4 * 5.9 4.4 5.4 4.4 5.9 5.4 * 4.9Max Green Setting (Gmax), s18.9 * 37 9.0 40.4 12.7 42.8 13.9 * 36Max Q Clear Time (g_c+I1), s18.2 27.9 7.7 32.6 12.6 28.2 12.6 19.3Green Ext Time (p_c), s 0.0 3.6 0.0 4.7 0.0 6.4 0.1 4.6 Intersection Summary HCM 6th Ctrl Delay 47.2HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_AM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1085 11 21 1421 28 45 Future Volume (veh/h) 1085 11 21 1421 28 45 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1233 12 24 1615 32 51 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222 Cap, veh/h 2237 22 41 2616 99 88 Arrive On Green 0.62 0.62 0.02 0.74 0.06 0.06 Sat Flow, veh/h 3699 35 1781 3647 1781 1585 Grp Volume(v), veh/h 608 637 24 1615 32 51Grp Sat Flow(s),veh/h/ln1777 1864 1781 1777 1781 1585Q Serve(g_s), s 9.6 9.6 0.6 10.7 0.8 1.5Cycle Q Clear(g_c), s 9.6 9.6 0.6 10.7 0.8 1.5Prop In Lane 0.02 1.00 1.00 1.00Lane Grp Cap(c), veh/h1102 1156 41 2616 99 88V/C Ratio(X) 0.55 0.55 0.59 0.62 0.32 0.58Avail Cap(c_a), veh/h 1973 2070 206 4687 956 851HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 5.3 5.3 23.5 3.1 22.0 22.3Incr Delay (d2), s/veh 0.5 0.5 5.0 0.3 0.7 2.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.8 1.9 0.3 0.4 0.3 0.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 5.8 5.8 28.5 3.4 22.7 24.6LnGrp LOS A A C A C C Approach Vol, veh/h 1245 1639 83Approach Delay, s/veh 5.8 3.8 23.8Approach LOS A A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s5.6 35.6 41.2 7.3Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s5.6 53.8 63.9 26.0Max Q Clear Time (g_c+I1), s2.6 11.6 12.7 3.5Green Ext Time (p_c), s 0.0 12.8 23.0 0.1 Intersection Summary HCM 6th Ctrl Delay 5.2HCM 6th LOS A 6: Avenida Florencia & Espola Rd HCM 6th TWSC 01/15/2020 2035 AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_AM.syn Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 1062 15 43 1387 18 44Future Vol, veh/h 1062 15 43 1387 18 44Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 88 88 88 88 88 88Heavy Vehicles, % 2 22222Mvmt Flow 1207 17 49 1576 20 50 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1224 0 2093 604 Stage 1 - - - - 1207 - Stage 2 - - - - 886 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 565 - 45 441 Stage 1 - - - - 246 - Stage 2 - - - - 363 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 565 - 41 441Mov Cap-2 Maneuver - - - - 138 - Stage 1 - - - - 225 - Stage 2 - - - - 363 - Approach EB WB NB HCM Control Delay, s 0 0.4 23.1HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 269 - - 565 -HCM Lane V/C Ratio 0.262 - - 0.086 -HCM Control Delay (s) 23.1 - - 12 -HCM Lane LOS C - - B -HCM 95th %tile Q(veh) 1 - - 0.3 - 7: Valle Verde Rd & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 376 680 16 14 950 88 16 13 21 97 3 426 Future Volume (veh/h) 376 680 16 14 950 88 16 13 21 97 3 426 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 432 782 18 16 1092 101 18 15 24 111 3 490 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, %222222222222 Cap, veh/h 422 2079 48 35 1211 112 23 20 31 379 398 713 Arrive On Green 0.24 0.59 0.59 0.02 0.37 0.37 0.04 0.04 0.04 0.21 0.21 0.21 Sat Flow, veh/h 1781 3551 82 1781 3289 304 541 451 721 1781 1870 1585 Grp Volume(v), veh/h 432 391 409 16 590 603 57 0 0 111 3 490Grp Sat Flow(s),veh/h/ln 1781 1777 1856 1781 1777 1816 1713 0 0 1781 1870 1585Q Serve(g_s), s 33.4 16.5 16.5 1.3 44.2 44.3 4.6 0.0 0.0 7.4 0.2 30.0Cycle Q Clear(g_c), s 33.4 16.5 16.5 1.3 44.2 44.3 4.6 0.0 0.0 7.4 0.2 30.0Prop In Lane 1.00 0.04 1.00 0.17 0.32 0.42 1.00 1.00Lane Grp Cap(c), veh/h 422 1040 1086 35 654 668 74 0 0 379 398 713V/C Ratio(X) 1.02 0.38 0.38 0.45 0.90 0.90 0.77 0.00 0.00 0.29 0.01 0.69Avail Cap(c_a), veh/h 422 1040 1086 87 695 710 268 0 0 379 398 713HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 53.7 15.5 15.5 68.3 42.1 42.1 66.7 0.0 0.0 46.5 43.7 30.8Incr Delay (d2), s/veh 49.7 0.3 0.3 3.3 14.7 14.6 17.8 0.0 0.0 0.2 0.0 2.3Initial 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 20.8 6.8 7.1 0.6 21.9 22.5 2.4 0.0 0.0 3.3 0.1 13.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 103.4 15.8 15.8 71.6 56.8 56.7 84.5 0.0 0.0 46.7 43.7 33.1LnGrp LOS F BBEEEFAADDC Approach Vol, veh/h 1232 1209 57 604Approach Delay, s/veh 46.5 56.9 84.5 35.7Approach LOS D E F D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.4 89.0 35.3 37.0 58.4 10.2Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 81.6 * 30 33.4 55.1 22.0Max Q Clear Time (g_c+I1), s 3.3 18.5 32.0 35.4 46.3 6.6Green Ext Time (p_c), s 0.0 7.6 0.0 0.0 5.5 0.2 Intersection Summary HCM 6th Ctrl Delay 49.2HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8: Valle Verde Rd & St Andrews Dr HCM 6th TWSC 01/15/2020 2035 AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_AM.syn Intersection Int Delay, s/veh 6.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 3 2 28 135 3 8 26 390 44 3 382 7Future Vol, veh/h 3 2 28 135 3 8 26 390 44 3 382 7Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 2 22222222222Mvmt Flow 3 2 30 147 3 9 28 424 48 3 415 8 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 931 949 415 921 909 424 423 0 0 472 0 0 Stage 1 421 421 - 480 480 ------- Stage 2 510 528 - 441 429 -------Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -Pot Cap-1 Maneuver 247 260 637 251 275 630 1136 - - 1090 - - Stage 1 610 589 - 567 554 ------- Stage 2 546 528 - 595 584 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 236 253 637 232 267 630 1136 - - 1090 - -Mov Cap-2 Maneuver 236 253 - 232 267 ------- Stage 1 595 587 - 553 540 ------- Stage 2 522 515 - 563 582 ------- Approach EB WB NB SB HCM Control Delay, s 12.3 42.8 0.5 0.1HCM LOS B E Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1136 - - 243 637 233 630 1090 - -HCM Lane V/C Ratio 0.025 - - 0.022 0.048 0.644 0.014 0.003 - -HCM Control Delay (s) 8.2 - - 20.2 10.9 44.7 10.8 8.3 - -HCM Lane LOS A - - C BEBA - -HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 3.9 0 0 - - 9: Martincoit Rd & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_AM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 601 186 96 839 204 77 Future Volume (veh/h) 601 186 96 839 204 77 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 733 227 117 1023 249 94 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, %222222 Cap, veh/h 1115 345 151 2053 326 424 Arrive On Green 0.42 0.42 0.08 0.58 0.18 0.18 Sat Flow, veh/h 2765 827 1781 3647 1781 1585 Grp Volume(v), veh/h 488 472 117 1023 249 94Grp Sat Flow(s),veh/h/ln 1777 1721 1781 1777 1781 1585Q Serve(g_s), s 10.5 10.5 3.1 8.1 6.3 2.2Cycle Q Clear(g_c), s 10.5 10.5 3.1 8.1 6.3 2.2Prop In Lane 0.48 1.00 1.00 1.00Lane Grp Cap(c), veh/h 742 719 151 2053 326 424V/C Ratio(X) 0.66 0.66 0.77 0.50 0.76 0.22Avail Cap(c_a), veh/h 1362 1320 427 3844 1014 1037HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 11.1 11.1 21.3 6.0 18.5 13.6Incr Delay (d2), s/veh 1.2 1.2 3.2 0.2 1.4 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 3.0 2.9 1.2 1.5 2.4 0.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 12.3 12.4 24.5 6.2 19.9 13.7LnGrp LOS B B C A B B Approach Vol, veh/h 960 1140 343Approach Delay, s/veh 12.4 8.1 18.2Approach LOS B A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 7.6 26.4 34.0 13.6Change Period (Y+Rc), s 3.6 6.5 6.5 4.9Max Green Setting (Gmax), s 11.4 36.5 51.5 27.1Max Q Clear Time (g_c+I1), s 5.1 12.5 10.1 8.3Green Ext Time (p_c), s 0.1 7.4 10.1 0.5 Intersection Summary HCM 6th Ctrl Delay 11.2HCM 6th LOS B 10: Espola Rd & Cloudcroft Dr HCM 6th TWSC 01/15/2020 2035 AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_AM.syn Intersection Int Delay, s/veh 1.4 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 20 928 869 20 32 55Future Vol, veh/h 20 928 869 20 32 55Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 81 81 81 81 81 81Heavy Vehicles, % 2 22222Mvmt Flow 25 1146 1073 25 40 68 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1098 0 - 0 2282 549 Stage 1 - - - - 1086 - Stage 2 - - - - 1196 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 634 - - - ~ 38 480 Stage 1 - - - - 286 - Stage 2 - - - - 286 -Platoon blocked, % - - -Mov Cap-1 Maneuver 634 - - - ~ 37 480Mov Cap-2 Maneuver - - - - 139 - Stage 1 - - - - 275 - Stage 2 - - - - 286 - Approach EB WB SB HCM Control Delay, s 0.2 0 29.5HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 634 - - - 252HCM Lane V/C Ratio 0.039 - - - 0.426HCM Control Delay (s) 10.9 - - - 29.5HCM Lane LOS B - - - DHCM 95th %tile Q(veh) 0.1 - - - 2 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 11: Old Coach Rd & Espola Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 55 881 38 0 727 19 120 4 12 36 0 80 Future Volume (veh/h) 55 881 38 0 727 19 120 4 12 36 0 80 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 71 1129 49 0 932 24 154 5 15 46 0 103 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, %222222222222 Cap, veh/h 89 1892 82 3 1484 38 196 71 212 66 0 156 Arrive On Green 0.05 0.55 0.55 0.00 0.42 0.42 0.11 0.17 0.17 0.04 0.00 0.10 Sat Flow, veh/h 1781 3470 151 1781 3540 91 1781 412 1236 1781 0 1585 Grp Volume(v), veh/h 71 578 600 0 468 488 154 0 20 46 0 103Grp Sat Flow(s),veh/h/ln 1781 1777 1843 1781 1777 1854 1781 0 1648 1781 0 1585Q Serve(g_s), s 2.1 11.6 11.6 0.0 11.0 11.0 4.4 0.0 0.5 1.3 0.0 3.3Cycle Q Clear(g_c), s 2.1 11.6 11.6 0.0 11.0 11.0 4.4 0.0 0.5 1.3 0.0 3.3Prop In Lane 1.00 0.08 1.00 0.05 1.00 0.75 1.00 1.00Lane Grp Cap(c), veh/h 89 969 1005 3 745 777 196 0 282 66 0 156V/C Ratio(X) 0.79 0.60 0.60 0.00 0.63 0.63 0.79 0.00 0.07 0.69 0.00 0.66Avail Cap(c_a), veh/h 243 1262 1309 186 1205 1257 270 0 724 229 0 661HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 24.8 8.1 8.1 0.0 12.1 12.1 22.9 0.0 18.3 25.1 0.0 22.9Incr Delay (d2), s/veh 5.8 0.8 0.8 0.0 1.2 1.2 6.7 0.0 0.1 4.8 0.0 3.5Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.0 3.5 3.6 0.0 3.8 4.0 2.1 0.0 0.2 0.6 0.0 1.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 30.6 8.9 8.9 0.0 13.3 13.3 29.5 0.0 18.4 29.9 0.0 26.4LnGrp LOS C AAABBCABCAC Approach Vol, veh/h 1249 956 174 149Approach Delay, s/veh 10.2 13.3 28.3 27.5Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 0.0 33.8 9.8 9.2 6.7 27.1 6.0 13.0Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 4.0 5.0 4.0 4.0Max Green Setting (Gmax), s 5.5 37.5 8.0 22.0 7.2 35.8 6.8 23.2Max Q Clear Time (g_c+I1), s 0.0 13.6 6.4 5.3 4.1 13.0 3.3 2.5Green Ext Time (p_c), s 0.0 12.1 0.0 0.4 0.0 9.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 13.6HCM 6th LOS B 12: Espola Rd & Lake Poway Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 81 5 22 13 2 7 21 610 21 16 794 104 Future Volume (veh/h) 81 5 22 13 2 7 21 610 21 16 794 104 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 119 7 32 19 3 10 31 897 31 24 1168 153 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 170 28 128 43 7 44 122 1541 53 122 1390 181 Arrive On Green 0.10 0.10 0.10 0.03 0.03 0.03 0.07 0.44 0.44 0.07 0.44 0.44 Sat Flow, veh/h 1781 293 1337 1548 244 1585 1781 3504 121 1781 3160 413 Grp Volume(v), veh/h 119 0 39 22 0 10 31 455 473 24 655 666Grp Sat Flow(s),veh/h/ln1781 0 1630 1793 0 1585 1781 1777 1849 1781 1777 1796Q Serve(g_s), s 3.8 0.0 1.3 0.7 0.0 0.4 1.0 11.3 11.3 0.7 19.2 19.3Cycle Q Clear(g_c), s 3.8 0.0 1.3 0.7 0.0 0.4 1.0 11.3 11.3 0.7 19.2 19.3Prop In Lane 1.00 0.82 0.86 1.00 1.00 0.07 1.00 0.23Lane Grp Cap(c), veh/h 170 0 156 50 0 44 122 781 813 122 781 790V/C Ratio(X) 0.70 0.00 0.25 0.44 0.00 0.23 0.25 0.58 0.58 0.20 0.84 0.84Avail Cap(c_a), veh/h 821 0 751 796 0 703 547 831 865 547 831 840HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh25.7 0.0 24.5 28.0 0.0 27.9 25.9 12.4 12.4 25.8 14.6 14.6Incr Delay (d2), s/veh 1.9 0.0 0.3 6.1 0.0 2.6 0.4 1.1 1.0 0.3 7.5 7.7Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.6 0.0 0.5 0.4 0.0 0.2 0.4 4.0 4.2 0.3 8.1 8.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 27.6 0.0 24.9 34.1 0.0 30.5 26.3 13.4 13.4 26.1 22.0 22.3LnGrp LOS C A C C A C C B B C C C Approach Vol, veh/h 158 32 959 1345Approach Delay, s/veh 26.9 33.0 13.8 22.2Approach LOS C C B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s8.5 32.7 10.9 8.5 32.7 6.5Change Period (Y+Rc), s 4.5 6.9 * 5.3 4.5 6.9 4.9Max Green Setting (Gmax), s18.0 27.4 * 27 18.0 27.4 26.0Max Q Clear Time (g_c+I1), s2.7 13.3 5.8 3.0 21.3 2.7Green Ext Time (p_c), s 0.0 6.0 0.3 0.0 4.4 0.1 Intersection Summary HCM 6th Ctrl Delay 19.4HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 13: Espola Rd & Titan Wy/Eden Grove HCM 6th Signalized Intersection Summary 01/15/2020 2035 AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 57 0 288 23 0 8 424 571 12 14 548 199 Future Volume (veh/h) 57 0 288 23 0 8 424 571 12 14 548 199 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 92 0 465 37 0 13 684 921 19 23 884 321 Peak Hour Factor 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 115 0 465 47 0 406 751 1810 37 31 1096 489 Arrive On Green 0.06 0.00 0.29 0.03 0.00 0.26 0.22 0.51 0.51 0.02 0.31 0.31 Sat Flow, veh/h 1781 0 1585 1781 0 1585 3456 3561 73 1781 3554 1585 Grp Volume(v), veh/h 92 0 465 37 0 13 684 460 480 23 884 321Grp Sat Flow(s),veh/h/ln1781 0 1585 1781 0 1585 1728 1777 1857 1781 1777 1585Q Serve(g_s), s 6.4 0.0 37.0 2.6 0.0 0.8 24.3 21.6 21.6 1.6 28.9 22.1Cycle Q Clear(g_c), s 6.4 0.0 37.0 2.6 0.0 0.8 24.3 21.6 21.6 1.6 28.9 22.1Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 115 0 465 47 0 406 751 903 944 31 1096 489V/C Ratio(X) 0.80 0.00 1.00 0.78 0.00 0.03 0.91 0.51 0.51 0.74 0.81 0.66Avail Cap(c_a), veh/h 148 0 465 165 0 480 946 1002 1048 157 1336 596HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh58.2 0.0 44.5 61.0 0.0 35.2 48.1 20.5 20.5 61.6 40.1 37.8Incr Delay (d2), s/veh 16.3 0.0 41.5 9.9 0.0 0.0 9.6 0.5 0.5 11.7 3.3 2.2Initial 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 19.7 1.3 0.0 0.3 11.5 9.0 9.4 0.8 13.0 8.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 74.5 0.0 86.1 70.9 0.0 35.2 57.8 21.1 21.1 73.3 43.4 40.0LnGrp LOS E A F E A D E C C E D D Approach Vol, veh/h 557 50 1624 1228Approach Delay, s/veh 84.1 61.6 36.5 43.1Approach LOS F E D D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.7 71.0 6.9 41.5 31.9 45.8 11.6 36.7Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s11.1 * 71 11.7 37.0 34.5 47.4 10.5 38.2Max Q Clear Time (g_c+I1), s3.6 23.6 4.6 39.0 26.3 30.9 8.4 2.8Green Ext Time (p_c), s 0.0 9.4 0.0 0.0 1.1 8.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 46.9HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 14: Espola Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 368 32 226 12 61 40 884 453 10 8 371 620 Future Volume (veh/h) 368 32 226 12 61 40 884 453 10 8 371 620 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 438 38 269 14 73 48 1052 539 12 10 442 738 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 493 419 871 17 96 63 1124 1062 900 17 488 639 Arrive On Green 0.14 0.22 0.22 0.01 0.09 0.09 0.33 0.57 0.57 0.01 0.26 0.26 Sat Flow, veh/h 3456 1870 1585 1781 1053 693 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 438 38 269 14 0 121 1052 539 12 10 442 738Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1746 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 14.6 1.9 10.8 0.9 0.0 7.9 34.5 20.5 0.4 0.7 26.8 30.5Cycle Q Clear(g_c), s 14.6 1.9 10.8 0.9 0.0 7.9 34.5 20.5 0.4 0.7 26.8 30.5Prop In Lane 1.00 1.00 1.00 0.40 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 493 419 871 17 0 159 1124 1062 900 17 488 639V/C Ratio(X) 0.89 0.09 0.31 0.84 0.00 0.76 0.94 0.51 0.01 0.59 0.91 1.15Avail Cap(c_a), veh/h 517 726 1131 84 0 498 1255 1103 935 76 488 639HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh49.2 35.9 14.3 57.9 0.0 51.9 38.3 15.3 11.0 57.7 41.9 34.9Incr Delay (d2), s/veh 16.0 0.1 0.2 31.4 0.0 8.7 11.7 0.1 0.0 11.7 20.7 86.5Initial 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/ln7.4 0.9 3.9 0.6 0.0 3.8 16.2 8.5 0.1 0.3 15.0 33.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 65.2 36.0 14.5 89.2 0.0 60.6 50.0 15.5 11.0 69.4 62.5 121.4LnGrp LOS E D B F A E D BBEEF Approach Vol, veh/h 745 135 1603 1190Approach Delay, s/veh 45.4 63.6 38.1 99.1Approach LOS D E D F Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.6 32.8 41.6 37.0 21.2 17.3 5.6 72.9Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.5 45.4 42.5 30.5 17.5 33.4 5.0 * 69Max Q Clear Time (g_c+I1), s2.9 12.8 36.5 32.5 16.6 9.9 2.7 22.5Green Ext Time (p_c), s 0.0 1.5 1.5 0.0 0.1 0.7 0.0 2.5 Intersection Summary HCM 6th Ctrl Delay 60.3HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 15: Pomerado Rd & Rios Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 12 4 41 131 22 26 17 756 51 9 1239 13 Future Volume (veh/h) 12 4 41 131 22 26 17 756 51 9 1239 13 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 12 4 43 136 23 27 18 788 53 9 1291 14 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 311 23 243 312 130 152 31 1890 127 17 1985 22 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.02 0.56 0.56 0.01 0.55 0.55 Sat Flow, veh/h 1355 137 1469 1359 784 921 1781 3379 227 1781 3601 39 Grp Volume(v), veh/h 12 0 47 136 0 50 18 414 427 9 637 668Grp Sat Flow(s),veh/h/ln1355 0 1606 1359 0 1705 1781 1777 1829 1781 1777 1863Q Serve(g_s), s 0.5 0.0 1.5 5.7 0.0 1.5 0.6 8.0 8.0 0.3 14.9 14.9Cycle Q Clear(g_c), s 2.0 0.0 1.5 7.2 0.0 1.5 0.6 8.0 8.0 0.3 14.9 14.9Prop In Lane 1.00 0.91 1.00 0.54 1.00 0.12 1.00 0.02Lane Grp Cap(c), veh/h 311 0 266 312 0 282 31 994 1023 17 980 1027V/C Ratio(X) 0.04 0.00 0.18 0.44 0.00 0.18 0.58 0.42 0.42 0.54 0.65 0.65Avail Cap(c_a), veh/h 739 0 773 757 0 841 156 1208 1244 156 1229 1289HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh22.2 0.0 21.3 24.4 0.0 21.3 29.0 7.5 7.5 29.3 9.3 9.3Incr Delay (d2), s/veh 0.0 0.0 0.1 0.4 0.0 0.1 6.4 0.4 0.4 9.9 1.4 1.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.5 1.7 0.0 0.6 0.3 2.5 2.5 0.2 4.9 5.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 22.2 0.0 21.4 24.8 0.0 21.4 35.3 7.9 7.9 39.2 10.8 10.7LnGrp LOS C A C C A C D A A D B B Approach Vol, veh/h 59 186 859 1314Approach Delay, s/veh 21.6 23.9 8.5 10.9Approach LOS C C A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.0 39.0 15.4 5.4 38.6 15.4Change Period (Y+Rc), s 4.4 5.8 5.6 4.4 * 5.8 * 5.6Max Green Setting (Gmax), s5.2 40.4 28.6 5.2 * 41 * 29Max Q Clear Time (g_c+I1), s2.3 10.0 4.0 2.6 16.9 9.2Green Ext Time (p_c), s 0.0 8.2 0.1 0.0 15.9 0.3 Intersection Summary HCM 6th Ctrl Delay 11.3HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 16: Pomerado Rd & Higa Pl/Avenida La Valencia HCM 6th Signalized Intersection Summary 01/15/2020 2035 AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 9 4 8 89 6 49 15 779 51 23 1431 8 Future Volume (veh/h) 9 4 8 89 6 49 15 779 51 23 1431 8 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 10 4 9 99 7 54 17 866 57 26 1590 9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 281 60 135 283 220 186 30 1984 131 42 2150 12 Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.12 0.02 0.59 0.59 0.02 0.59 0.59 Sat Flow, veh/h 1341 512 1151 1401 1870 1585 1781 3384 223 1781 3623 20 Grp Volume(v), veh/h 10 0 13 99 7 54 17 455 468 26 779 820Grp Sat Flow(s),veh/h/ln1341 0 1663 1401 1870 1585 1781 1777 1830 1781 1777 1867Q Serve(g_s), s 0.4 0.0 0.4 3.8 0.2 1.7 0.5 8.0 8.0 0.8 17.8 17.9Cycle Q Clear(g_c), s 0.6 0.0 0.4 4.2 0.2 1.7 0.5 8.0 8.0 0.8 17.8 17.9Prop In Lane 1.00 0.69 1.00 1.00 1.00 0.12 1.00 0.01Lane Grp Cap(c), veh/h 281 0 195 283 220 186 30 1042 1073 42 1054 1108V/C Ratio(X) 0.04 0.00 0.07 0.35 0.03 0.29 0.58 0.44 0.44 0.61 0.74 0.74Avail Cap(c_a), veh/h 867 0 921 895 1036 878 165 1177 1213 203 1225 1287HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh22.2 0.0 22.0 23.9 21.9 22.6 27.4 6.5 6.5 27.1 8.3 8.3Incr Delay (d2), s/veh 0.0 0.0 0.1 0.3 0.0 0.3 6.4 0.4 0.4 5.3 2.3 2.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.1 1.2 0.1 0.6 0.3 2.3 2.4 0.4 5.5 5.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 22.2 0.0 22.1 24.2 22.0 22.9 33.8 6.8 6.8 32.4 10.5 10.4LnGrp LOS C A CCCCCAACBB Approach Vol, veh/h 23 160 940 1625Approach Delay, s/veh 22.1 23.7 7.3 10.8Approach LOS C C A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.7 38.9 11.5 5.3 39.3 11.5Change Period (Y+Rc), s 4.4 6.0 4.9 4.4 * 6 4.9Max Green Setting (Gmax), s6.4 37.2 31.1 5.2 * 39 31.1Max Q Clear Time (g_c+I1), s2.8 10.0 2.6 2.5 19.9 6.2Green Ext Time (p_c), s 0.0 8.9 0.0 0.0 13.4 0.2 Intersection Summary HCM 6th Ctrl Delay 10.5HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 17: Pomerado Rd & Stone Canyon Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 9 18 227 6 32 14 749 199 24 1473 35 Future Volume (veh/h) 37 9 18 227 6 32 14 749 199 24 1473 35 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 40 10 20 247 7 35 15 814 216 26 1601 38 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 75 11 570 82 0 570 25 1223 325 38 1589 38 Arrive On Green 0.36 0.36 0.36 0.36 0.36 0.36 0.01 0.44 0.44 0.02 0.45 0.45 Sat Flow, veh/h 0 30 1585 0 0 1585 1781 2778 737 1781 3548 84 Grp Volume(v), veh/h 50 0 20 254 0 35 15 521 509 26 800 839Grp Sat Flow(s),veh/h/ln 30 0 1585 0 0 1585 1781 1777 1738 1781 1777 1855Q Serve(g_s), s 0.0 0.0 0.7 0.0 0.0 1.2 0.7 20.0 20.1 1.3 38.7 38.7Cycle Q Clear(g_c), s 31.1 0.0 0.7 31.1 0.0 1.2 0.7 20.0 20.1 1.3 38.7 38.7Prop In Lane 0.80 1.00 0.97 1.00 1.00 0.42 1.00 0.05Lane Grp Cap(c), veh/h 86 0 570 82 0 570 25 782 765 38 796 831V/C Ratio(X) 0.58 0.00 0.04 3.09 0.00 0.06 0.60 0.67 0.67 0.68 1.01 1.01Avail Cap(c_a), veh/h 86 0 570 82 0 570 107 782 765 124 796 831HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh36.5 0.0 17.9 43.2 0.0 18.1 42.4 19.1 19.1 42.0 23.9 23.9Incr Delay (d2), s/veh 6.6 0.0 0.0 972.2 0.0 0.0 8.4 2.4 2.4 7.6 33.3 33.6Initial 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 0.0 0.3 23.9 0.0 0.4 0.4 8.3 8.1 0.6 22.3 23.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 43.1 0.0 17.91015.5 0.0 18.1 50.7 21.5 21.6 49.6 57.1 57.4LnGrp LOS D A B F A B DCCDFF Approach Vol, veh/h 70 289 1045 1665Approach Delay, s/veh 35.9 894.7 21.9 57.2Approach LOS D F C E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.3 44.1 36.1 5.6 44.7 36.1Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 * 5Max Green Setting (Gmax), s6.0 37.6 31.0 5.2 * 39 * 31Max Q Clear Time (g_c+I1), s3.3 22.1 33.1 2.7 40.7 33.1Green Ext Time (p_c), s 0.0 7.8 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 123.6HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy HCM 6th Signalized Intersection Summary 01/15/2020 2035 AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 315 6 310 0 0 7 227 714 11 9 1217 484 Future Volume (veh/h) 315 6 310 0 0 7 227 714 11 9 1217 484 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 465 0 234 0 0 8 255 802 12 10 1367 544 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 588 0 262 0 0 9 278 2394 36 16 1318 493 Arrive On Green 0.16 0.00 0.16 0.00 0.00 0.01 0.16 0.67 0.67 0.01 0.52 0.52 Sat Flow, veh/h 3563 0 1585 0 0 1585 1781 3584 54 1781 2530 947 Grp Volume(v), veh/h 465 0 234 0 0 8 255 398 416 10 934 977Grp Sat Flow(s),veh/h/ln1781 0 1585 0 0 1585 1781 1777 1861 1781 1777 1700Q Serve(g_s), s 17.4 0.0 20.1 0.0 0.0 0.7 19.6 13.3 13.3 0.8 72.3 72.3Cycle Q Clear(g_c), s 17.4 0.0 20.1 0.0 0.0 0.7 19.6 13.3 13.3 0.8 72.3 72.3Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.03 1.00 0.56Lane Grp Cap(c), veh/h 588 0 262 0 0 9 278 1187 1243 16 926 886V/C Ratio(X) 0.79 0.00 0.89 0.00 0.00 0.88 0.92 0.33 0.34 0.61 1.01 1.10Avail Cap(c_a), veh/h 704 0 313 0 0 69 303 1187 1243 110 926 886HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh55.6 0.0 56.7 0.0 0.0 68.9 57.7 9.9 9.9 68.5 33.2 33.2Incr Delay (d2), s/veh 4.2 0.0 21.5 0.0 0.0 105.8 28.7 0.4 0.4 12.8 31.8 62.3Initial 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/ln8.2 0.0 9.6 0.0 0.0 0.6 11.0 5.2 5.4 0.4 38.3 44.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 59.8 0.0 78.3 0.0 0.0 174.8 86.4 10.3 10.2 81.2 65.0 95.5LnGrp LOS E AEAAFFBBFFF Approach Vol, veh/h 699 8 1069 1921Approach Delay, s/veh 66.0 174.8 28.4 80.6Approach LOS E F C F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.7 98.8 29.5 26.0 78.4 4.8Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s8.6 86.9 27.4 23.6 * 72 6.0Max Q Clear Time (g_c+I1), s2.8 15.3 22.1 21.6 74.3 2.7Green Ext Time (p_c), s 0.0 15.4 0.8 0.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 63.0HCM 6th LOS E 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. 19: Pomerado Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 273 1169 456 19 1412 446 551 789 12 405 828 359 Future Volume (veh/h) 273 1169 456 19 1412 446 551 789 12 405 828 359 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 284 1218 475 20 1471 465 574 822 12 422 862 0 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 274 1653 643 24 1392 621 533 890 13 452 800 Arrive On Green 0.08 0.46 0.46 0.01 0.39 0.39 0.15 0.25 0.25 0.13 0.22 0.00 Sat Flow, veh/h 3456 3616 1406 1781 3554 1585 3456 3585 52 3456 3554 1585 Grp Volume(v), veh/h 284 1146 547 20 1471 465 574 407 427 422 862 0Grp Sat Flow(s),veh/h/ln1728 1702 1617 1781 1777 1585 1728 1777 1861 1728 1777 1585Q Serve(g_s), s 9.5 33.1 33.2 1.3 47.0 30.3 18.5 26.8 26.8 14.5 27.0 0.0Cycle Q Clear(g_c), s 9.5 33.1 33.2 1.3 47.0 30.3 18.5 26.8 26.8 14.5 27.0 0.0Prop In Lane 1.00 0.87 1.00 1.00 1.00 0.03 1.00 1.00Lane Grp Cap(c), veh/h 274 1557 740 24 1392 621 533 441 462 452 800V/C Ratio(X) 1.04 0.74 0.74 0.83 1.06 0.75 1.08 0.92 0.92 0.93 1.08Avail Cap(c_a), veh/h 274 1557 740 76 1392 621 533 441 462 452 800HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh55.3 26.6 26.7 59.0 36.5 31.4 50.8 44.0 44.0 51.6 46.5 0.0Incr Delay (d2), s/veh 64.7 1.6 3.5 22.3 40.7 4.5 61.5 24.6 23.8 26.1 55.0 0.0Initial 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/ln6.6 13.5 13.3 0.8 27.8 12.2 12.5 14.7 15.3 7.9 17.9 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 119.9 28.3 30.2 81.3 77.2 35.9 112.2 68.6 67.8 77.8 101.5 0.0LnGrp LOS F C C F F D F E E E F Approach Vol, veh/h 1977 1956 1408 1284 AApproach Delay, s/veh 42.0 67.4 86.1 93.7Approach LOS D E F F Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.1 59.4 23.0 31.5 14.0 51.5 20.2 34.3Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.1 51.4 18.5 27.0 9.5 47.0 15.7 29.8Max Q Clear Time (g_c+I1), s3.3 35.2 20.5 29.0 11.5 49.0 16.5 28.8Green Ext Time (p_c), s 0.0 8.1 0.0 0.0 0.0 0.0 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 68.9HCM 6th LOS E Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 20: Del Norte/Avenida Florencia & Avenida La Valencia HCM 6th AWSC 01/15/2020 2035 AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_AM.syn Intersection Intersection Delay, s/veh 7.6Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 16 31 7 4 89 6 14 14 3 2 24 30Future Vol, veh/h 16 31 7 4 89 6 14 14 3 2 24 30Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Heavy Vehicles, % 2 22222222222Mvmt Flow 18 36 8 5 102 7 16 16 3 2 28 34Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 7.6 7.8 7.6 7.4HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 45% 30% 4% 4%Vol Thru, % 45% 57% 90% 43%Vol Right, % 10% 13% 6% 54%Sign Control Stop Stop Stop StopTraffic Vol by Lane 31 54 99 56LT Vol 14 16 4 2Through Vol 14 31 89 24RT Vol 3 7 6 30Lane Flow Rate 36 62 114 64Geometry Grp 1111Degree of Util (X) 0.044 0.072 0.13 0.071Departure Headway (Hd) 4.422 4.177 4.127 3.95Convergence, Y/N Yes Yes Yes YesCap 815 847 860 890Service Time 2.422 2.254 2.193 2.049HCM Lane V/C Ratio 0.044 0.073 0.133 0.072HCM Control Delay 7.6 7.6 7.8 7.4HCM Lane LOS AAAAHCM 95th-tile Q 0.1 0.2 0.4 0.2 21: Stone Canyon Rd & Del Norte HCM 6th AWSC 01/15/2020 2035 AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_AM.syn Intersection Intersection Delay, s/veh 9.6Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 18 194 0 0 209 22205019Future Vol, veh/h 18 194 0 0 209 22205019Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72Heavy Vehicles, % 2 22222222222Mvmt Flow 25 269 0 0 290 33307026Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 9.7 9.7 8.4 8HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 50% 8% 0% 21%Vol Thru, % 50% 92% 99% 0%Vol Right, % 0% 0% 1% 79%Sign Control Stop Stop Stop StopTraffic Vol by Lane 4 212 211 24LT Vol 2 18 0 5Through Vol 2 194 209 0RT Vol 0 0 2 19Lane Flow Rate 6 294 293 33Geometry Grp 1111Degree of Util (X) 0.008 0.356 0.352 0.044Departure Headway (Hd) 5.357 4.354 4.321 4.776Convergence, Y/N Yes Yes Yes YesCap 668 830 835 749Service Time 3.392 2.354 2.335 2.807HCM Lane V/C Ratio 0.009 0.354 0.351 0.044HCM Control Delay 8.4 9.7 9.7 8HCM Lane LOS AAAAHCM 95th-tile Q 0 1.6 1.6 0.1 22: Martincoit Rd & Stone Canyon Rd HCM 6th AWSC 01/15/2020 2035 AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_AM.syn Intersection Intersection Delay, s/veh 9.9Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 166 22 53 41 31 126Future Vol, veh/h 166 22 53 41 31 126Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67Heavy Vehicles, % 2 22222Mvmt Flow 248 33 79 61 46 188Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 10.9 9.3 9.1HCM LOS B A A Lane NBLn1EBLn1SBLn1 Vol Left, % 56% 88% 0%Vol Thru, % 44% 0% 20%Vol Right, % 0% 12% 80%Sign Control Stop Stop StopTraffic Vol by Lane 94 188 157LT Vol 53 166 0Through Vol 41 0 31RT Vol 0 22 126Lane Flow Rate 140 281 234Geometry Grp 1 1 1Degree of Util (X) 0.196 0.381 0.283Departure Headway (Hd) 5.027 4.883 4.348Convergence, Y/N Yes Yes YesCap 711 732 822Service Time 3.081 2.939 2.395HCM Lane V/C Ratio 0.197 0.384 0.285HCM Control Delay 9.3 10.9 9.1HCM Lane LOS A B AHCM 95th-tile Q 0.7 1.8 1.2 1: Rancho Bernardo Rd & I-15 SB off-ramp HCM 6th Signalized Intersection Summary 01/15/2020 2035 PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1847 902 0 1191 563 0 0 0 343 0 550 Future Volume (veh/h) 0 1847 902 0 1191 563 0 0 0 343 0 550 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1944 949 0 1254 593 361 0 579 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 202 Cap, veh/h 578 3253 1010 190 2140 664 436 0 1258 Arrive On Green 0.00 0.64 0.64 0.00 0.42 0.42 0.13 0.00 0.13 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 1944 949 0 1254 593 361 0 579Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 31.2 75.8 0.0 26.5 48.6 14.3 0.0 0.0Cycle Q Clear(g_c), s 0.0 31.2 75.8 0.0 26.5 48.6 14.3 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 578 3253 1010 190 2140 664 436 0 1258V/C Ratio(X) 0.00 0.60 0.94 0.00 0.59 0.89 0.83 0.00 0.46Avail Cap(c_a), veh/h 578 3468 1077 190 2867 890 565 0 1362HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 1.00 1.00 0.00 0.84 0.84 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 14.9 23.0 0.0 31.3 37.7 59.7 0.0 26.6Incr Delay (d2), s/veh 0.0 0.8 17.1 0.0 1.0 14.5 6.2 0.0 0.1Initial 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 11.3 29.8 0.0 10.9 20.9 6.6 0.0 11.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 15.7 40.1 0.0 32.3 52.3 65.9 0.0 26.7LnGrp LOS A B D A C D E A C Approach Vol, veh/h 2893 1847 940Approach Delay, s/veh 23.7 38.7 41.8Approach LOS C D D Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 20.7 95.6 23.8 51.2 65.1Change Period (Y+Rc), s 5.7 * 6.4 6.1 5.7 * 6.4Max Green Setting (Gmax), s 5.0 * 95 22.9 20.3 * 79Max Q Clear Time (g_c+I1), s 0.0 77.8 16.3 0.0 50.6Green Ext Time (p_c), s 0.0 11.4 1.4 0.0 8.1 Intersection Summary HCM 6th Ctrl Delay 31.6HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2: I-15 NB off-ramp & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1279 911 0 1110 536 644 0 555 0 0 0 Future Volume (veh/h) 0 1279 911 0 1110 536 644 0 555 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1319 939 0 1144 553 664 0 572 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222202 Cap, veh/h 114 2369 735 358 3067 952 739 0 1157 Arrive On Green 0.00 0.46 0.46 0.00 0.60 0.60 0.21 0.00 0.21 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 1319 939 0 1144 553 664 0 572Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 28.0 69.6 0.0 17.3 32.1 28.1 0.0 0.0Cycle Q Clear(g_c), s 0.0 28.0 69.6 0.0 17.3 32.1 28.1 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 114 2369 735 358 3067 952 739 0 1157V/C Ratio(X) 0.00 0.56 1.28 0.00 0.37 0.58 0.90 0.00 0.49Avail Cap(c_a), veh/h 114 2369 735 358 3067 952 873 0 1265HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.83 0.83 0.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 29.1 40.2 0.0 15.4 18.4 57.4 0.0 32.3Incr Delay (d2), s/veh 0.0 0.8 133.3 0.0 0.3 2.6 10.0 0.0 0.1Initial 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 11.4 53.3 0.0 6.6 12.0 13.1 0.0 7.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 29.8 173.5 0.0 15.8 21.0 67.4 0.0 32.4LnGrp LOS A C F A B C E A C Approach Vol, veh/h 2258 1697 1236Approach Delay, s/veh 89.6 17.5 51.2Approach LOS F B D Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s35.8 76.0 15.3 96.5 38.2Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4 6.1Max Green Setting (Gmax), s24.3 * 70 5.0 * 90 37.9Max Q Clear Time (g_c+I1), s0.0 71.6 0.0 34.1 30.1Green Ext Time (p_c), s 0.0 0.0 0.0 7.6 2.0 Intersection Summary HCM 6th Ctrl Delay 56.9HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 3: Bernardo Center Dr & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 340 1038 429 143 770 159 546 481 267 204 278 297 Future Volume (veh/h) 340 1038 429 143 770 159 546 481 267 204 278 297 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 354 1081 447 149 802 166 569 501 278 212 290 309 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 390 1369 580 182 906 188 556 626 346 284 728 498 Arrive On Green 0.11 0.37 0.37 0.05 0.31 0.31 0.16 0.28 0.28 0.08 0.20 0.20 Sat Flow, veh/h 3563 3741 1585 3456 2931 607 3456 2207 1220 3456 3554 1585 Grp Volume(v), veh/h 354 1081 447 149 486 482 569 403 376 212 290 309Grp Sat Flow(s),veh/h/ln1781 1870 1585 1728 1777 1761 1728 1777 1651 1728 1777 1585Q Serve(g_s), s 9.5 25.0 24.1 4.1 25.2 25.2 15.6 20.4 20.5 5.8 6.8 16.1Cycle Q Clear(g_c), s 9.5 25.0 24.1 4.1 25.2 25.2 15.6 20.4 20.5 5.8 6.8 16.1Prop In Lane 1.00 1.00 1.00 0.34 1.00 0.74 1.00 1.00Lane Grp Cap(c), veh/h 390 1369 580 182 549 544 556 504 468 284 728 498V/C Ratio(X) 0.91 0.79 0.77 0.82 0.89 0.89 1.02 0.80 0.80 0.75 0.40 0.62Avail Cap(c_a), veh/h 390 1482 628 182 620 614 556 796 739 456 1467 828HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh42.7 27.4 27.1 45.5 31.8 31.8 40.7 32.2 32.2 43.5 33.4 28.3Incr Delay (d2), s/veh 24.1 3.0 6.0 23.3 12.3 12.4 44.1 1.3 1.5 1.5 0.1 0.5Initial 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/ln5.4 11.4 9.8 2.3 12.4 12.3 9.9 8.7 8.2 2.5 2.9 6.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 66.8 30.4 33.1 68.8 44.1 44.2 84.8 33.4 33.7 45.0 33.5 28.8LnGrp LOS E C C E D D F CCDCC Approach Vol, veh/h 1882 1117 1348 811Approach Delay, s/veh 37.9 47.5 55.2 34.7Approach LOS D D E C Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s9.5 41.7 20.0 25.8 15.0 36.2 12.4 33.4Change Period (Y+Rc), s 4.4 6.2 4.4 5.9 4.4 * 6.2 4.4 * 5.9Max Green Setting (Gmax), s5.1 38.4 15.6 40.0 10.6 * 34 12.8 * 43Max Q Clear Time (g_c+I1), s6.1 27.0 17.6 18.1 11.5 27.2 7.8 22.5Green Ext Time (p_c), s 0.0 8.5 0.0 1.8 0.0 2.5 0.2 3.4 Intersection Summary HCM 6th Ctrl Delay 44.0HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 4: Pomerado Rd & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 290 746 213 178 520 349 313 959 130 267 358 199 Future Volume (veh/h) 290 746 213 178 520 349 313 959 130 267 358 199 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 302 777 222 185 542 364 326 999 135 278 373 207 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 325 741 212 211 737 329 386 1119 151 328 760 415 Arrive On Green 0.18 0.27 0.27 0.12 0.21 0.21 0.11 0.36 0.36 0.10 0.34 0.34 Sat Flow, veh/h 1781 2728 779 1781 3554 1585 3456 3146 425 3456 2217 1212 Grp Volume(v), veh/h 302 506 493 185 542 364 326 564 570 278 298 282Grp Sat Flow(s),veh/h/ln1781 1777 1730 1781 1777 1585 1728 1777 1794 1728 1777 1652Q Serve(g_s), s 21.6 35.1 35.1 13.2 18.4 20.6 12.0 38.7 38.8 10.2 17.1 17.5Cycle Q Clear(g_c), s 21.6 35.1 35.1 13.2 18.4 20.6 12.0 38.7 38.8 10.2 17.1 17.5Prop In Lane 1.00 0.45 1.00 1.00 1.00 0.24 1.00 0.73Lane Grp Cap(c), veh/h 325 483 470 211 737 329 386 632 638 328 609 567V/C Ratio(X) 0.93 1.05 1.05 0.88 0.74 1.11 0.85 0.89 0.89 0.85 0.49 0.50Avail Cap(c_a), veh/h 334 483 470 270 828 369 674 661 668 348 609 567HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh52.0 47.1 47.1 56.0 47.9 30.3 56.3 39.3 39.3 57.5 33.5 33.6Incr Delay (d2), s/veh 30.4 54.3 54.8 19.2 3.1 81.4 2.0 14.8 14.8 15.6 0.9 1.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln12.2 22.4 21.9 7.0 8.3 15.1 5.2 18.9 19.1 5.1 7.4 7.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 82.4 101.3 101.9 75.2 51.0 111.7 58.3 54.1 54.1 73.1 34.4 34.7LnGrp LOS F F F E D F E D D E C C Approach Vol, veh/h 1301 1091 1460 858Approach Delay, s/veh 97.2 75.4 55.0 47.1Approach LOS F E E D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s19.7 41.0 18.8 49.7 28.0 32.7 17.7 50.9Change Period (Y+Rc), s 4.4 * 5.9 4.4 5.4 4.4 5.9 5.4 * 4.9Max Green Setting (Gmax), s19.6 * 35 25.2 35.4 24.2 30.1 13.0 * 48Max Q Clear Time (g_c+I1), s15.2 37.1 14.0 19.5 23.6 22.6 12.2 40.8Green Ext Time (p_c), s 0.1 0.0 0.5 4.4 0.0 2.9 0.0 5.2 Intersection Summary HCM 6th Ctrl Delay 69.9HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_PM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1291 25 17 1080 21 13 Future Volume (veh/h) 1291 25 17 1080 21 13 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1373 27 18 1149 22 13 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 1.00 Percent Heavy Veh, % 2 22222 Cap, veh/h 2225 44 32 2639 56 50 Arrive On Green 0.62 0.62 0.02 0.74 0.03 0.03 Sat Flow, veh/h 3658 70 1781 3647 1781 1585 Grp Volume(v), veh/h 684 716 18 1149 22 13Grp Sat Flow(s),veh/h/ln1777 1858 1781 1777 1781 1585Q Serve(g_s), s 10.5 10.5 0.4 5.5 0.5 0.4Cycle Q Clear(g_c), s 10.5 10.5 0.4 5.5 0.5 0.4Prop In Lane 0.04 1.00 1.00 1.00Lane Grp Cap(c), veh/h1109 1159 32 2639 56 50V/C Ratio(X) 0.62 0.62 0.56 0.44 0.39 0.26Avail Cap(c_a), veh/h 2086 2181 259 5046 1051 936HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 5.1 5.1 21.8 2.2 21.2 21.1Incr Delay (d2), s/veh 0.7 0.7 5.7 0.1 1.6 1.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.7 1.8 0.2 0.1 0.2 0.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 5.8 5.8 27.5 2.3 22.9 22.2LnGrp LOS A A C A C C Approach Vol, veh/h 1400 1167 35Approach Delay, s/veh 5.8 2.7 22.6Approach LOS A A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s5.3 33.4 38.7 6.0Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s6.5 52.5 63.5 26.4Max Q Clear Time (g_c+I1), s2.4 12.5 7.5 2.5Green Ext Time (p_c), s 0.0 15.4 13.2 0.0 Intersection Summary HCM 6th Ctrl Delay 4.6HCM 6th LOS A 6: Avenida Florencia & Espola Rd HCM 6th TWSC 01/15/2020 2035 PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_PM.syn Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 1208 27 34 1044 21 40Future Vol, veh/h 1208 27 34 1044 21 40Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 22222Mvmt Flow 1272 28 36 1099 22 42 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1300 0 1894 636 Stage 1 - - - - 1272 - Stage 2 - - - - 622 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 529 - 61 421 Stage 1 - - - - 227 - Stage 2 - - - - 498 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 529 - 57 421Mov Cap-2 Maneuver - - - - 154 - Stage 1 - - - - 212 - Stage 2 - - - - 498 - Approach EB WB NB HCM Control Delay, s 0 0.4 23HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 264 - - 529 -HCM Lane V/C Ratio 0.243 - - 0.068 -HCM Control Delay (s) 23 - - 12.3 -HCM Lane LOS C - - B -HCM 95th %tile Q(veh) 0.9 - - 0.2 - 7: Valle Verde Rd & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 324 876 21 17 759 79 17 13 10 62 8 279 Future Volume (veh/h) 324 876 21 17 759 79 17 13 10 62 8 279 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 341 922 22 18 799 83 18 14 11 65 8 294 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 387 1842 44 44 1062 110 23 18 14 307 323 617 Arrive On Green 0.22 0.52 0.52 0.02 0.33 0.33 0.03 0.03 0.03 0.17 0.17 0.17 Sat Flow, veh/h 1781 3547 85 1781 3249 337 734 571 448 1781 1870 1585 Grp Volume(v), veh/h 341 462 482 18 437 445 43 0 0 65 8 294Grp Sat Flow(s),veh/h/ln 1781 1777 1855 1781 1777 1810 1753 0 0 1781 1870 1585Q Serve(g_s), s 14.3 13.1 13.1 0.8 17.0 17.0 1.9 0.0 0.0 2.4 0.3 10.8Cycle Q Clear(g_c), s 14.3 13.1 13.1 0.8 17.0 17.0 1.9 0.0 0.0 2.4 0.3 10.8Prop In Lane 1.00 0.05 1.00 0.19 0.42 0.26 1.00 1.00Lane Grp Cap(c), veh/h 387 922 963 44 581 592 55 0 0 307 323 617V/C Ratio(X) 0.88 0.50 0.50 0.41 0.75 0.75 0.78 0.00 0.00 0.21 0.02 0.48Avail Cap(c_a), veh/h 746 1414 1477 159 829 844 498 0 0 691 725 958HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 29.3 12.1 12.1 37.2 23.2 23.2 37.2 0.0 0.0 27.5 26.6 17.7Incr Delay (d2), s/veh 2.7 0.5 0.5 2.2 2.8 2.7 24.2 0.0 0.0 0.1 0.0 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 6.2 4.8 5.0 0.4 7.1 7.3 1.2 0.0 0.0 1.0 0.1 3.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 32.0 12.6 12.6 39.4 26.0 26.0 61.4 0.0 0.0 27.6 26.6 17.9LnGrp LOS C B B D C C E A A C C B Approach Vol, veh/h 1285 900 43 367Approach Delay, s/veh 17.7 26.2 61.4 19.8Approach LOS B C E B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.5 46.7 18.7 20.4 31.8 6.5Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 61.6 * 30 32.4 36.1 22.0Max Q Clear Time (g_c+I1), s 2.8 15.1 12.8 16.3 19.0 3.9Green Ext Time (p_c), s 0.0 9.4 0.6 0.5 6.3 0.2 Intersection Summary HCM 6th Ctrl Delay 21.7HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8: Valle Verde Rd & St Andrews Dr HCM 6th TWSC 01/15/2020 2035 PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_PM.syn Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 3 3 30 81 4 3 25 276 121 2 247 7Future Vol, veh/h 3 3 30 81 4 3 25 276 121 2 247 7Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91Heavy Vehicles, % 2 22222222222Mvmt Flow 3 3 33 89 4 3 27 303 133 2 271 8 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 702 765 271 654 640 303 279 0 0 436 0 0 Stage 1 275 275 - 357 357 ------- Stage 2 427 490 - 297 283 -------Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -Pot Cap-1 Maneuver 353 333 768 380 393 737 1284 - - 1124 - - Stage 1 731 683 - 661 628 ------- Stage 2 606 549 - 712 677 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 342 325 768 355 384 737 1284 - - 1124 - -Mov Cap-2 Maneuver 342 325 - 355 384 ------- Stage 1 716 682 - 647 615 ------- Stage 2 586 537 - 677 676 ------- Approach EB WB NB SB HCM Control Delay, s 10.9 18.4 0.5 0.1HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1284 - - 333 768 356 737 1124 - -HCM Lane V/C Ratio 0.021 - - 0.02 0.043 0.262 0.004 0.002 - -HCM Control Delay (s) 7.9 - - 16 9.9 18.7 9.9 8.2 - -HCM Lane LOS A - - C A C A A - -HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 1 0 0 - - 9: Martincoit Rd & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_PM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 913 51 22 791 76 40 Future Volume (veh/h) 913 51 22 791 76 40 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 961 54 23 833 80 42 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 Cap, veh/h 1616 91 40 2093 203 216 Arrive On Green 0.47 0.47 0.02 0.59 0.11 0.11 Sat Flow, veh/h 3514 192 1781 3647 1781 1585 Grp Volume(v), veh/h 499 516 23 833 80 42Grp Sat Flow(s),veh/h/ln 1777 1836 1781 1777 1781 1585Q Serve(g_s), s 7.9 7.9 0.5 4.8 1.6 0.9Cycle Q Clear(g_c), s 7.9 7.9 0.5 4.8 1.6 0.9Prop In Lane 0.10 1.00 1.00 1.00Lane Grp Cap(c), veh/h 840 868 40 2093 203 216V/C Ratio(X) 0.59 0.59 0.57 0.40 0.39 0.19Avail Cap(c_a), veh/h 1783 1842 344 4585 1351 1238HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 7.4 7.4 18.6 4.2 15.8 14.7Incr Delay (d2), s/veh 0.8 0.8 4.6 0.1 0.5 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.6 1.7 0.2 0.5 0.6 0.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 8.2 8.2 23.2 4.4 16.2 14.9LnGrp LOS A A C A B B Approach Vol, veh/h 1015 856 122Approach Delay, s/veh 8.2 4.9 15.8Approach LOS A A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 4.5 24.6 29.1 9.3Change Period (Y+Rc), s 3.6 6.5 6.5 4.9Max Green Setting (Gmax), s 7.4 38.5 49.5 29.1Max Q Clear Time (g_c+I1), s 2.5 9.9 6.8 3.6Green Ext Time (p_c), s 0.0 8.2 7.6 0.2 Intersection Summary HCM 6th Ctrl Delay 7.3HCM 6th LOS A 10: Espola Rd & Cloudcroft Dr HCM 6th TWSC 01/15/2020 2035 PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_PM.syn Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 48 947 804 20 15 30Future Vol, veh/h 48 947 804 20 15 30Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 94 94 94 94 94 94Heavy Vehicles, % 2 22222Mvmt Flow 51 1007 855 21 16 32 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 876 0 - 0 1975 438 Stage 1 - - - - 866 - Stage 2 - - - - 1109 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 769 - - - 61 567 Stage 1 - - - - 373 - Stage 2 - - - - 315 -Platoon blocked, % - - -Mov Cap-1 Maneuver 769 - - - 57 567Mov Cap-2 Maneuver - - - - 162 - Stage 1 - - - - 348 - Stage 2 - - - - 315 - Approach EB WB SB HCM Control Delay, s 0.5 0 18.8HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 769 - - - 309HCM Lane V/C Ratio 0.066 - - - 0.155HCM Control Delay (s) 10 - - - 18.8HCM Lane LOS B - - - CHCM 95th %tile Q(veh) 0.2 - - - 0.5 11: Old Coach Rd & Espola Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 66 831 113 0 708 17 53 0 0 18 4 80 Future Volume (veh/h) 66 831 113 0 708 17 53 0 0 18 4 80 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 73 923 126 0 787 19 59 0 0 20 4 89 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 98 1735 237 4 1417 34 85 207 0 35 6 126 Arrive On Green 0.06 0.55 0.55 0.00 0.40 0.40 0.05 0.00 0.00 0.02 0.08 0.08 Sat Flow, veh/h 1781 3141 429 1781 3546 86 1781 1870 0 1781 69 1527 Grp Volume(v), veh/h 73 522 527 0 394 412 59 0 0 20 0 93Grp Sat Flow(s),veh/h/ln 1781 1777 1793 1781 1777 1855 1781 1870 0 1781 0 1596Q Serve(g_s), s 1.7 7.6 7.6 0.0 7.0 7.0 1.3 0.0 0.0 0.5 0.0 2.3Cycle Q Clear(g_c), s 1.7 7.6 7.6 0.0 7.0 7.0 1.3 0.0 0.0 0.5 0.0 2.3Prop In Lane 1.00 0.24 1.00 0.05 1.00 0.00 1.00 0.96Lane Grp Cap(c), veh/h 98 981 990 4 710 741 85 207 0 35 0 132V/C Ratio(X) 0.74 0.53 0.53 0.00 0.56 0.56 0.69 0.00 0.00 0.56 0.00 0.70Avail Cap(c_a), veh/h 522 1626 1641 239 1344 1403 261 1096 0 261 0 935HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00Uniform Delay (d), s/veh 19.1 5.8 5.8 0.0 9.5 9.5 19.2 0.0 0.0 19.9 0.0 18.3Incr Delay (d2), s/veh 4.1 0.6 0.6 0.0 1.0 0.9 3.7 0.0 0.0 5.2 0.0 5.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.7 1.8 1.8 0.0 2.2 2.3 0.6 0.0 0.0 0.2 0.0 0.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 23.2 6.5 6.5 0.0 10.5 10.4 23.0 0.0 0.0 25.1 0.0 23.3LnGrp LOS C AAABBCAACAC Approach Vol, veh/h 1122 806 59 113Approach Delay, s/veh 7.5 10.4 23.0 23.6Approach LOS A B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 0.0 27.6 6.0 7.4 6.3 21.4 4.8 8.5Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 4.0 5.0 4.0 4.0Max Green Setting (Gmax), s 5.5 37.5 6.0 24.0 12.0 31.0 6.0 24.0Max Q Clear Time (g_c+I1), s 0.0 9.6 3.3 4.3 3.7 9.0 2.5 0.0Green Ext Time (p_c), s 0.0 11.4 0.0 0.4 0.0 7.4 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 10.0HCM 6th LOS A 12: Espola Rd & Lake Poway Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 38 3 12 59 6 46 21 613 14 7 749 31 Future Volume (veh/h) 38 3 12 59 6 46 21 613 14 7 749 31 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 40 3 12 61 6 48 22 639 15 7 780 32 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 77 14 57 112 11 109 150 1235 29 150 1210 50 Arrive On Green 0.04 0.04 0.04 0.07 0.07 0.07 0.08 0.35 0.35 0.08 0.35 0.35 Sat Flow, veh/h 1781 327 1308 1629 160 1585 1781 3549 83 1781 3479 143 Grp Volume(v), veh/h 40 0 15 67 0 48 22 320 334 7 398 414Grp Sat Flow(s),veh/h/ln1781 0 1635 1789 0 1585 1781 1777 1855 1781 1777 1845Q Serve(g_s), s 1.0 0.0 0.4 1.7 0.0 1.4 0.5 6.8 6.8 0.2 8.9 8.9Cycle Q Clear(g_c), s 1.0 0.0 0.4 1.7 0.0 1.4 0.5 6.8 6.8 0.2 8.9 8.9Prop In Lane 1.00 0.80 0.91 1.00 1.00 0.04 1.00 0.08Lane Grp Cap(c), veh/h 77 0 71 122 0 109 150 618 645 150 618 642V/C Ratio(X) 0.52 0.00 0.21 0.55 0.00 0.44 0.15 0.52 0.52 0.05 0.64 0.64Avail Cap(c_a), veh/h 1019 0 935 985 0 873 680 1020 1065 677 1016 1055HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh22.2 0.0 21.9 21.4 0.0 21.2 20.1 12.3 12.3 19.9 13.0 13.0Incr Delay (d2), s/veh 2.0 0.0 0.5 3.8 0.0 2.8 0.2 0.8 0.8 0.0 1.4 1.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.4 0.0 0.2 0.8 0.0 0.5 0.2 2.4 2.5 0.1 3.2 3.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 24.2 0.0 22.4 25.1 0.0 24.0 20.3 13.1 13.1 20.0 14.4 14.3LnGrp LOS C A C C A C C BBBBB Approach Vol, veh/h 55 115 676 819Approach Delay, s/veh 23.7 24.7 13.3 14.4Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s8.5 23.4 7.4 8.5 23.4 8.1Change Period (Y+Rc), s 4.5 6.9 * 5.3 4.5 6.9 4.9Max Green Setting (Gmax), s18.0 27.2 * 27 18.1 27.1 26.1Max Q Clear Time (g_c+I1), s2.2 8.8 3.0 2.5 10.9 3.7Green Ext Time (p_c), s 0.0 4.6 0.1 0.0 5.6 0.4 Intersection Summary HCM 6th Ctrl Delay 15.0HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 13: Espola Rd & Titan Wy/Eden Grove HCM 6th Signalized Intersection Summary 01/15/2020 2035 PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 41 2 102 10 4 6 121 665 12 10 831 79 Future Volume (veh/h) 41 2 102 10 4 6 121 665 12 10 831 79 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 46 2 115 11 4 7 136 747 13 11 934 89 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 67 3 170 20 51 88 235 1755 31 20 1543 688 Arrive On Green 0.04 0.11 0.11 0.01 0.08 0.08 0.07 0.49 0.49 0.01 0.43 0.43 Sat Flow, veh/h 1781 27 1562 1781 610 1068 3456 3574 62 1781 3554 1585 Grp Volume(v), veh/h 46 0 117 11 0 11 136 371 389 11 934 89Grp Sat Flow(s),veh/h/ln1781 0 1589 1781 0 1678 1728 1777 1859 1781 1777 1585Q Serve(g_s), s 1.3 0.0 3.6 0.3 0.0 0.3 2.0 6.9 6.9 0.3 10.4 1.7Cycle Q Clear(g_c), s 1.3 0.0 3.6 0.3 0.0 0.3 2.0 6.9 6.9 0.3 10.4 1.7Prop In Lane 1.00 0.98 1.00 0.64 1.00 0.03 1.00 1.00Lane Grp Cap(c), veh/h 67 0 173 20 0 139 235 873 913 20 1543 688V/C Ratio(X) 0.69 0.00 0.68 0.55 0.00 0.08 0.58 0.43 0.43 0.55 0.61 0.13Avail Cap(c_a), veh/h 294 0 1190 225 0 1191 773 1707 1786 225 3048 1359HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh24.5 0.0 22.0 25.3 0.0 21.8 23.2 8.4 8.4 25.3 11.2 8.7Incr Delay (d2), s/veh 4.6 0.0 1.7 8.3 0.0 0.1 0.8 0.4 0.4 8.3 0.5 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.6 0.0 1.3 0.2 0.0 0.1 0.8 2.1 2.2 0.2 3.4 0.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 29.1 0.0 23.7 33.6 0.0 21.9 24.1 8.8 8.8 33.6 11.6 8.8LnGrp LOS C A C C A C C A A C B A Approach Vol, veh/h 163 22 896 1034Approach Delay, s/veh 25.3 27.7 11.1 11.6Approach LOS C C B B Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.1 32.2 4.1 10.1 8.0 29.2 5.4 8.8Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s6.5 * 49 6.5 38.5 11.5 44.1 8.5 36.5Max Q Clear Time (g_c+I1), s2.3 8.9 2.3 5.6 4.0 12.4 3.3 2.3Green Ext Time (p_c), s 0.0 6.8 0.0 0.5 0.1 10.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 12.6HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 14: Espola Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 546 51 751 11 33 8 397 434 13 17 521 522 Future Volume (veh/h) 546 51 751 11 33 8 397 434 13 17 521 522 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 575 54 791 12 35 8 418 457 14 18 548 549 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 623 722 828 14 314 72 471 823 697 25 607 800 Arrive On Green 0.18 0.39 0.39 0.01 0.21 0.21 0.14 0.44 0.44 0.01 0.32 0.32 Sat Flow, veh/h 3456 1870 1585 1781 1473 337 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 575 54 791 12 0 43 418 457 14 18 548 549Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1810 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 23.7 2.7 56.0 1.0 0.0 2.8 17.3 26.3 0.7 1.5 40.6 38.1Cycle Q Clear(g_c), s 23.7 2.7 56.0 1.0 0.0 2.8 17.3 26.3 0.7 1.5 40.6 38.1Prop In Lane 1.00 1.00 1.00 0.19 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 623 722 828 14 0 386 471 823 697 25 607 800V/C Ratio(X) 0.92 0.07 0.96 0.85 0.00 0.11 0.89 0.56 0.02 0.71 0.90 0.69Avail Cap(c_a), veh/h 679 722 828 65 0 409 621 937 794 72 664 848HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh58.5 28.2 33.1 71.9 0.0 46.0 61.6 30.1 23.0 71.2 46.8 27.2Incr Delay (d2), s/veh 16.7 0.1 21.3 37.3 0.0 0.2 10.0 0.2 0.0 12.8 15.2 2.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln11.8 1.2 30.7 0.6 0.0 1.3 8.2 12.0 0.3 0.8 21.4 14.8Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 75.2 28.2 54.4 109.2 0.0 46.2 71.6 30.4 23.0 84.0 62.0 29.5LnGrp LOS E C D F A D E C C F E C Approach Vol, veh/h 1420 55 889 1115Approach Delay, s/veh 61.8 59.9 49.6 46.4Approach LOS E E D D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.7 62.6 23.3 53.6 30.7 37.6 6.6 70.3Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.3 56.0 26.1 51.5 28.5 32.8 5.9 * 73Max Q Clear Time (g_c+I1), s3.0 58.0 19.3 42.6 25.7 4.8 3.5 28.3Green Ext Time (p_c), s 0.0 0.0 0.5 4.5 0.4 0.2 0.0 2.0 Intersection Summary HCM 6th Ctrl Delay 53.7HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 15: Pomerado Rd & Rios Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 12 15 14 46 14 16 28 1606 90 27 757 35 Future Volume (veh/h) 12 15 14 46 14 16 28 1606 90 27 757 35 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 13 16 15 49 15 17 30 1709 96 29 805 37 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 277 122 114 278 110 125 46 2035 114 45 2056 94 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.03 0.59 0.59 0.03 0.59 0.59 Sat Flow, veh/h 1377 888 833 1378 800 907 1781 3422 191 1781 3460 159 Grp Volume(v), veh/h 13 0 31 49 0 32 30 882 923 29 413 429Grp Sat Flow(s),veh/h/ln1377 0 1721 1378 0 1707 1781 1777 1836 1781 1777 1842Q Serve(g_s), s 0.5 0.0 1.0 2.1 0.0 1.1 1.1 26.0 26.7 1.1 8.0 8.0Cycle Q Clear(g_c), s 1.6 0.0 1.0 3.1 0.0 1.1 1.1 26.0 26.7 1.1 8.0 8.0Prop In Lane 1.00 0.48 1.00 0.53 1.00 0.10 1.00 0.09Lane Grp Cap(c), veh/h 277 0 237 278 0 235 46 1057 1092 45 1056 1094V/C Ratio(X) 0.05 0.00 0.13 0.18 0.00 0.14 0.65 0.83 0.85 0.65 0.39 0.39Avail Cap(c_a), veh/h 688 0 750 705 0 763 159 1102 1139 148 1110 1151HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh25.4 0.0 24.7 26.0 0.0 24.7 31.4 10.6 10.8 31.5 7.0 7.0Incr Delay (d2), s/veh 0.0 0.0 0.1 0.1 0.0 0.1 5.8 5.7 6.1 5.8 0.4 0.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.2 0.0 0.4 0.7 0.0 0.4 0.5 9.4 10.1 0.5 2.5 2.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 25.4 0.0 24.8 26.2 0.0 24.8 37.2 16.3 16.8 37.2 7.4 7.4LnGrp LOS C A C C A C D B B D A A Approach Vol, veh/h 44 81 1835 871Approach Delay, s/veh 25.0 25.6 16.9 8.4Approach LOS C C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.0 44.5 14.6 6.1 44.5 14.6Change Period (Y+Rc), s 4.4 5.8 5.6 4.4 * 5.8 * 5.6Max Green Setting (Gmax), s5.4 40.4 28.4 5.8 * 41 * 29Max Q Clear Time (g_c+I1), s3.1 28.7 3.6 3.1 10.0 5.1Green Ext Time (p_c), s 0.0 10.0 0.1 0.0 10.9 0.1 Intersection Summary HCM 6th Ctrl Delay 14.7HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 16: Pomerado Rd & Higa Pl/Avenida La Valencia HCM 6th Signalized Intersection Summary 01/15/2020 2035 PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 12 9 9 52 9 31 13 1827 109 43 774 8 Future Volume (veh/h) 12 9 9 52 9 31 13 1827 109 43 774 8 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 13 10 10 55 10 33 14 1944 116 46 823 9 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 249 87 87 244 190 161 25 2093 124 63 2288 25 Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 0.01 0.61 0.61 0.04 0.64 0.64 Sat Flow, veh/h 1364 858 858 1392 1870 1585 1781 3410 201 1781 3601 39 Grp Volume(v), veh/h 13 0 20 55 10 33 14 1004 1056 46 406 426Grp Sat Flow(s),veh/h/ln1364 0 1716 1392 1870 1585 1781 1777 1834 1781 1777 1863Q Serve(g_s), s 0.5 0.0 0.7 2.3 0.3 1.2 0.5 30.8 32.2 1.6 6.6 6.6Cycle Q Clear(g_c), s 0.8 0.0 0.7 2.9 0.3 1.2 0.5 30.8 32.2 1.6 6.6 6.6Prop In Lane 1.00 0.50 1.00 1.00 1.00 0.11 1.00 0.02Lane Grp Cap(c), veh/h 249 0 175 244 190 161 25 1091 1126 63 1129 1184V/C Ratio(X) 0.05 0.00 0.11 0.23 0.05 0.20 0.57 0.92 0.94 0.73 0.36 0.36Avail Cap(c_a), veh/h 800 0 868 807 946 802 156 1096 1131 165 1129 1184HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh25.3 0.0 25.1 26.4 24.9 25.3 30.1 10.5 10.8 29.4 5.3 5.3Incr Delay (d2), s/veh 0.0 0.0 0.1 0.2 0.0 0.2 7.4 12.4 14.5 5.9 0.2 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.2 0.0 0.3 0.7 0.1 0.4 0.2 12.3 13.8 0.7 1.8 1.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 25.3 0.0 25.2 26.6 25.0 25.6 37.5 22.9 25.3 35.2 5.5 5.5LnGrp LOS C A CCCCDCCDAA Approach Vol, veh/h 33 98 2074 878Approach Delay, s/veh 25.3 26.1 24.2 7.1Approach LOS C C C A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.6 43.7 11.2 5.3 45.1 11.2Change Period (Y+Rc), s 4.4 6.0 4.9 4.4 * 6 4.9Max Green Setting (Gmax), s5.7 37.9 31.1 5.4 * 39 31.1Max Q Clear Time (g_c+I1), s3.6 34.2 2.8 2.5 8.6 4.9Green Ext Time (p_c), s 0.0 3.5 0.1 0.0 7.8 0.1 Intersection Summary HCM 6th Ctrl Delay 19.4HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 17: Pomerado Rd & Stone Canyon Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 76 26 15 122 3 30 21 1882 206 26 842 31 Future Volume (veh/h) 76 26 15 122 3 30 21 1882 206 26 842 31 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 83 28 16 133 3 33 23 2046 224 28 915 34 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 65 13 506 73 1 506 34 1620 174 39 1758 65 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.02 0.50 0.50 0.02 0.50 0.50 Sat Flow, veh/h 0 41 1585 0 3 1585 1781 3237 348 1781 3494 130 Grp Volume(v), veh/h 111 0 16 136 0 33 23 1106 1164 28 465 484Grp Sat Flow(s),veh/h/ln 41 0 1585 3 0 1585 1781 1777 1808 1781 1777 1847Q Serve(g_s), s 0.0 0.0 0.7 0.0 0.0 1.4 1.2 48.6 48.6 1.5 17.1 17.1Cycle Q Clear(g_c), s 31.0 0.0 0.7 31.0 0.0 1.4 1.2 48.6 48.6 1.5 17.1 17.1Prop In Lane 0.75 1.00 0.98 1.00 1.00 0.19 1.00 0.07Lane Grp Cap(c), veh/h 78 0 506 74 0 506 34 889 905 39 894 929V/C Ratio(X) 1.43 0.00 0.03 1.83 0.00 0.07 0.68 1.24 1.29 0.72 0.52 0.52Avail Cap(c_a), veh/h 78 0 506 74 0 506 103 889 905 94 894 929HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh43.4 0.0 22.7 48.2 0.0 23.0 47.3 24.3 24.3 47.2 16.2 16.2Incr Delay (d2), s/veh 251.3 0.0 0.0 422.3 0.0 0.0 8.5 119.2 137.5 8.9 0.6 0.6Initial 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/ln7.3 0.0 0.3 10.5 0.0 0.5 0.6 48.3 53.7 0.8 6.8 7.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 294.8 0.0 22.7 470.5 0.0 23.0 55.8 143.5 161.7 56.1 16.9 16.8LnGrp LOS F A C F A C E F F E B B Approach Vol, veh/h 127 169 2293 977Approach Delay, s/veh 260.5 383.2 151.9 18.0Approach LOS F F F B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.5 54.6 36.0 6.2 54.9 36.0Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 * 5Max Green Setting (Gmax), s5.1 48.6 30.9 5.6 * 48 * 31Max Q Clear Time (g_c+I1), s3.5 50.6 33.0 3.2 19.1 33.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 8.6 0.0 Intersection Summary HCM 6th Ctrl Delay 130.0HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy HCM 6th Signalized Intersection Summary 01/15/2020 2035 PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 499 0 174 4 2 15 249 1548 0 8 729 236 Future Volume (veh/h) 499 0 174 4 2 15 249 1548 0 8 729 236 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 595 0 125 4 2 16 268 1665 0 9 784 254 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 688 0 306 5 2 18 302 2036 0 16 1087 352 Arrive On Green 0.19 0.00 0.19 0.02 0.02 0.02 0.17 0.57 0.00 0.01 0.41 0.41 Sat Flow, veh/h 3563 0 1585 298 149 1193 1781 3647 0 1781 2639 855 Grp Volume(v), veh/h 595 0 125 22 0 0 268 1665 0 9 528 510Grp Sat Flow(s),veh/h/ln1781 0 1585 1641 0 0 1781 1777 0 1781 1777 1717Q Serve(g_s), s 16.3 0.0 6.9 1.3 0.0 0.0 14.8 37.9 0.0 0.5 25.0 25.0Cycle Q Clear(g_c), s 16.3 0.0 6.9 1.3 0.0 0.0 14.8 37.9 0.0 0.5 25.0 25.0Prop In Lane 1.00 1.00 0.18 0.73 1.00 0.00 1.00 0.50Lane Grp Cap(c), veh/h 688 0 306 25 0 0 302 2036 0 16 732 707V/C Ratio(X) 0.86 0.00 0.41 0.88 0.00 0.00 0.89 0.82 0.00 0.57 0.72 0.72Avail Cap(c_a), veh/h 985 0 438 98 0 0 464 2120 0 90 732 707HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh39.3 0.0 35.5 49.4 0.0 0.0 40.8 17.3 0.0 49.7 24.7 24.7Incr Delay (d2), s/veh 4.2 0.0 0.3 55.0 0.0 0.0 8.9 3.1 0.0 11.5 4.5 4.7Initial 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/ln7.4 0.0 2.7 0.9 0.0 0.0 7.2 15.0 0.0 0.3 11.1 10.8Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 43.5 0.0 35.9 104.4 0.0 0.0 49.7 20.3 0.0 61.2 29.3 29.4LnGrp LOS D A D F A A D C A E C C Approach Vol, veh/h 720 22 1933 1047Approach Delay, s/veh 42.2 104.4 24.4 29.6Approach LOS D F C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.3 63.7 26.0 21.5 47.5 5.5Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s5.1 60.0 27.8 26.2 * 39 6.0Max Q Clear Time (g_c+I1), s2.5 39.9 18.3 16.8 27.0 3.3Green Ext Time (p_c), s 0.0 17.7 1.2 0.3 8.6 0.0 Intersection Summary HCM 6th Ctrl Delay 29.8HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 19: Pomerado Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035 PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 304 1556 569 23 1170 489 598 1096 26 420 867 389 Future Volume (veh/h) 304 1556 569 23 1170 489 598 1096 26 420 867 389 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 320 1638 599 24 1232 515 629 1154 27 442 913 0 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 338 1599 565 30 1239 553 632 1052 25 444 860 Arrive On Green 0.10 0.43 0.43 0.02 0.35 0.35 0.18 0.30 0.30 0.13 0.24 0.00 Sat Flow, veh/h 3456 3721 1316 1781 3554 1585 3456 3549 83 3456 3554 1585 Grp Volume(v), veh/h 320 1494 743 24 1232 515 629 578 603 442 913 0Grp Sat Flow(s),veh/h/ln1728 1702 1633 1781 1777 1585 1728 1777 1855 1728 1777 1585Q Serve(g_s), s 12.9 60.1 60.1 1.9 48.4 43.9 25.5 41.5 41.5 17.9 33.9 0.0Cycle Q Clear(g_c), s 12.9 60.1 60.1 1.9 48.4 43.9 25.5 41.5 41.5 17.9 33.9 0.0Prop In Lane 1.00 0.81 1.00 1.00 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 338 1462 702 30 1239 553 632 527 550 444 860V/C Ratio(X) 0.95 1.02 1.06 0.80 0.99 0.93 1.00 1.10 1.10 0.99 1.06Avail Cap(c_a), veh/h 338 1462 702 64 1239 553 632 527 550 444 860HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh62.8 39.9 39.9 68.6 45.5 44.0 57.1 49.3 49.3 61.0 53.0 0.0Incr Delay (d2), s/veh 34.7 29.1 50.8 16.4 24.2 22.5 34.6 68.2 67.6 41.2 48.2 0.0Initial 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/ln7.3 30.6 33.6 1.0 25.3 20.6 14.1 28.3 29.5 10.4 20.8 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 97.5 69.0 90.7 85.0 69.7 66.5 91.7 117.5 116.8 102.2 101.2 0.0LnGrp LOS F F F F E E FFFFF Approach Vol, veh/h 2557 1771 1810 1355 AApproach Delay, s/veh 78.9 69.0 108.3 101.5Approach LOS E E F F Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.9 64.6 30.1 38.4 18.2 53.3 22.5 46.0Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.0 57.5 25.6 33.9 13.7 48.8 18.0 41.5Max Q Clear Time (g_c+I1), s3.9 62.1 27.5 35.9 14.9 50.4 19.9 43.5Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 87.7HCM 6th LOS F Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 20: Del Norte/Avenida Florencia & Avenida La Valencia HCM 6th AWSC 01/15/2020 2035 PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_PM.syn Intersection Intersection Delay, s/veh 7.7Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 27 108 12 3 32 5 7 13 4 5 5 26Future Vol, veh/h 27 108 12 3 32 5 7 13 4 5 5 26Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94Heavy Vehicles, % 2 22222222222Mvmt Flow 29 115 13 3 34 5 7 14 4 5 5 28Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 8 7.4 7.5 7.2HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 29% 18% 7% 14%Vol Thru, % 54% 73% 80% 14%Vol Right, % 17% 8% 12% 72%Sign Control Stop Stop Stop StopTraffic Vol by Lane 24 147 40 36LT Vol 7 27 3 5Through Vol 13 108 32 5RT Vol 4 12 5 26Lane Flow Rate 26 156 43 38Geometry Grp 1111Degree of Util (X) 0.031 0.177 0.049 0.042Departure Headway (Hd) 4.368 4.066 4.104 3.992Convergence, Y/N Yes Yes Yes YesCap 824 879 864 902Service Time 2.369 2.106 2.169 1.993HCM Lane V/C Ratio 0.032 0.177 0.05 0.042HCM Control Delay 7.5 8 7.4 7.2HCM Lane LOS AAAAHCM 95th-tile Q 0.1 0.6 0.2 0.1 21: Stone Canyon Rd & Del Norte HCM 6th AWSC 01/15/2020 2035 PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_PM.syn Intersection Intersection Delay, s/veh 8.7Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 27 209 0 0 127 40005023Future Vol, veh/h 27 209 0 0 127 40005023Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Heavy Vehicles, % 2 22222222222Mvmt Flow 31 240 0 0 146 50006026Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 9.1 8.2 0 7.6HCM LOS A A - A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 0% 11% 0% 18%Vol Thru, % 100% 89% 97% 0%Vol Right, % 0% 0% 3% 82%Sign Control Stop Stop Stop StopTraffic Vol by Lane 0 236 131 28LT Vol 0 27 0 5Through Vol 0 209 127 0RT Vol 0 0 4 23Lane Flow Rate 0 271 151 32Geometry Grp 1111Degree of Util (X) 0 0.311 0.175 0.039Departure Headway (Hd) 4.89 4.127 4.176 4.386Convergence, Y/N Yes Yes Yes YesCap 0 865 848 821Service Time 2.892 2.182 2.257 2.386HCM Lane V/C Ratio 0 0.313 0.178 0.039HCM Control Delay 7.9 9.1 8.2 7.6HCM Lane LOS N A A AHCM 95th-tile Q 0 1.3 0.6 0.1 22: Martincoit Rd & Stone Canyon Rd HCM 6th AWSC 01/15/2020 2035 PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035_PM.syn Intersection Intersection Delay, s/veh 7.9Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 97 47 42 27 39 58Future Vol, veh/h 97 47 42 27 39 58Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Heavy Vehicles, % 2 22222Mvmt Flow 102 49 44 28 41 61Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 8.2 8 7.5HCM LOS A A A Lane NBLn1EBLn1SBLn1 Vol Left, % 61% 67% 0%Vol Thru, % 39% 0% 40%Vol Right, % 0% 33% 60%Sign Control Stop Stop StopTraffic Vol by Lane 69 144 97LT Vol 42 97 0Through Vol 27 0 39RT Vol 0 47 58Lane Flow Rate 73 152 102Geometry Grp 1 1 1Degree of Util (X) 0.091 0.176 0.114Departure Headway (Hd) 4.507 4.173 4.002Convergence, Y/N Yes Yes YesCap 800 846 901Service Time 2.507 2.266 2.004HCM Lane V/C Ratio 0.091 0.18 0.113HCM Control Delay 8 8.2 7.5HCM Lane LOS A A AHCM 95th-tile Q 0.3 0.6 0.4 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\3rd Submittal\Appendices.3015.doc APPENDIX J PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS– HORIZON YEAR 2035 WITH PROJECT 1: Rancho Bernardo Rd & I-15 SB off-ramp HCM 6th Signalized Intersection Summary 01/15/2020 2035+P AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 943 686 0 1496 661 0 0 0 543 0 1298 Future Volume (veh/h) 0 943 686 0 1496 661 0 0 0 543 0 1298 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 993 722 0 1575 696 572 0 1366 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 202 Cap, veh/h 569 2493 774 344 1845 573 653 0 1419 Arrive On Green 0.00 0.49 0.49 0.00 0.72 0.72 0.19 0.00 0.19 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 993 722 0 1575 696 572 0 1366Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 17.3 59.9 0.0 31.2 50.6 22.5 0.0 21.3Cycle Q Clear(g_c), s 0.0 17.3 59.9 0.0 31.2 50.6 22.5 0.0 21.3Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 569 2493 774 344 1845 573 653 0 1419V/C Ratio(X) 0.00 0.40 0.93 0.00 0.85 1.21 0.88 0.00 0.96Avail Cap(c_a), veh/h 569 3286 1020 344 1845 573 689 0 1448HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00Upstream Filter(I) 0.00 1.00 1.00 0.00 0.76 0.76 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 22.8 33.7 0.0 16.7 19.4 55.2 0.0 33.1Incr Delay (d2), s/veh 0.0 0.5 19.6 0.0 4.1 108.7 11.2 0.0 15.4Initial 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 6.8 25.9 0.0 6.3 25.8 10.7 0.0 33.8Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 23.2 53.3 0.0 20.8 128.1 66.4 0.0 48.5LnGrp LOS A C D A C F E A D Approach Vol, veh/h 1715 2271 1938Approach Delay, s/veh 35.9 53.7 53.8Approach LOS D D D Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 32.7 74.7 32.5 50.5 57.0Change Period (Y+Rc), s 5.7 * 6.4 6.1 5.7 * 6.4Max Green Setting (Gmax), s 5.0 * 90 27.9 43.3 * 51Max Q Clear Time (g_c+I1), s 0.0 61.9 24.5 0.0 52.6Green Ext Time (p_c), s 0.0 6.4 1.9 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 48.6HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2: I-15 NB off-ramp & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1072 414 0 1299 266 858 0 536 0 0 0 Future Volume (veh/h) 0 1072 414 0 1299 266 858 0 536 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1105 427 0 1339 274 885 0 553 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222202 Cap, veh/h 205 1663 516 466 2411 748 977 0 1518 Arrive On Green 0.00 0.65 0.65 0.00 0.47 0.47 0.28 0.00 0.28 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 1105 427 0 1339 274 885 0 553Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 18.6 28.5 0.0 26.3 15.4 34.6 0.0 0.0Cycle Q Clear(g_c), s 0.0 18.6 28.5 0.0 26.3 15.4 34.6 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 205 1663 516 466 2411 748 977 0 1518V/C Ratio(X) 0.00 0.66 0.83 0.00 0.56 0.37 0.91 0.00 0.36Avail Cap(c_a), veh/h 205 1663 516 466 2411 748 1281 0 1764HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.86 0.86 0.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 19.7 21.4 0.0 26.4 23.6 48.4 0.0 18.1Incr Delay (d2), s/veh 0.0 1.8 12.4 0.0 0.9 1.4 6.6 0.0 0.1Initial 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 5.2 8.1 0.0 10.6 6.0 15.5 0.0 5.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 21.5 33.8 0.0 27.4 25.0 55.1 0.0 18.2LnGrp LOS A C C A C C E A B Approach Vol, veh/h 1532 1613 1438Approach Delay, s/veh 24.9 27.0 40.9Approach LOS C C D Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s42.3 52.0 21.8 72.5 45.7Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4 6.1Max Green Setting (Gmax), s24.3 * 46 5.0 * 66 51.9Max Q Clear Time (g_c+I1), s0.0 30.5 0.0 28.3 36.6Green Ext Time (p_c), s 0.0 5.4 0.0 8.1 3.0 Intersection Summary HCM 6th Ctrl Delay 30.7HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 3: Bernardo Center Dr & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 314 842 392 173 1023 138 269 244 116 197 431 230 Future Volume (veh/h) 314 842 392 173 1023 138 269 244 116 197 431 230 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 327 877 408 180 1066 144 280 254 121 205 449 240 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 402 1566 664 252 1192 161 352 463 214 281 625 458 Arrive On Green 0.11 0.42 0.42 0.07 0.38 0.38 0.10 0.20 0.20 0.08 0.18 0.18 Sat Flow, veh/h 3563 3741 1585 3456 3146 424 3456 2360 1091 3456 3554 1585 Grp Volume(v), veh/h 327 877 408 180 601 609 280 189 186 205 449 240Grp Sat Flow(s),veh/h/ln1781 1870 1585 1728 1777 1794 1728 1777 1674 1728 1777 1585Q Serve(g_s), s 8.1 16.1 18.3 4.6 28.8 28.9 7.2 8.7 9.1 5.3 10.8 11.5Cycle Q Clear(g_c), s 8.1 16.1 18.3 4.6 28.8 28.9 7.2 8.7 9.1 5.3 10.8 11.5Prop In Lane 1.00 1.00 1.00 0.24 1.00 0.65 1.00 1.00Lane Grp Cap(c), veh/h 402 1566 664 252 673 679 352 349 329 281 625 458V/C Ratio(X) 0.81 0.56 0.61 0.71 0.89 0.90 0.80 0.54 0.56 0.73 0.72 0.52Avail Cap(c_a), veh/h 456 1663 705 335 753 760 381 747 703 476 1568 878HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh39.3 20.0 20.6 41.1 26.4 26.5 39.8 32.8 32.9 40.7 35.2 27.0Incr Delay (d2), s/veh 8.5 0.5 1.8 2.6 11.4 11.6 9.3 0.5 0.6 1.4 0.6 0.3Initial 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/ln4.0 6.8 6.8 2.0 13.7 14.0 3.5 3.7 3.7 2.3 4.6 4.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 47.7 20.5 22.5 43.7 37.9 38.1 49.1 33.3 33.5 42.0 35.8 27.4LnGrp LOS D CCDDDDCCDDC Approach Vol, veh/h 1612 1390 655 894Approach Delay, s/veh 26.5 38.7 40.1 35.0Approach LOS CDDC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s11.0 44.2 13.6 21.9 14.6 40.5 11.8 23.7Change Period (Y+Rc), s 4.4 6.2 4.4 5.9 4.4 * 6.2 4.4 * 5.9Max Green Setting (Gmax), s8.8 40.3 10.0 40.0 11.6 * 38 12.5 * 38Max Q Clear Time (g_c+I1), s6.6 20.3 9.2 13.5 10.1 30.9 7.3 11.1Green Ext Time (p_c), s 0.1 10.9 0.1 2.5 0.1 3.4 0.2 1.5 Intersection Summary HCM 6th Ctrl Delay 33.9HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 4: Pomerado Rd & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 155 557 232 251 882 326 162 372 147 330 704 217 Future Volume (veh/h) 155 557 232 251 882 326 162 372 147 330 704 217 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 167 599 249 270 948 351 174 400 158 355 757 233 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 192 680 282 296 1194 532 230 521 203 598 855 263 Arrive On Green 0.11 0.28 0.28 0.17 0.34 0.34 0.07 0.21 0.21 0.17 0.32 0.32 Sat Flow, veh/h 1781 2448 1016 1781 3554 1585 3456 2497 974 3456 2675 823 Grp Volume(v), veh/h 167 435 413 270 948 351 174 283 275 355 503 487Grp Sat Flow(s),veh/h/ln1781 1777 1687 1781 1777 1585 1728 1777 1695 1728 1777 1722Q Serve(g_s), s 10.9 27.6 27.6 17.6 28.5 13.3 5.8 17.7 18.1 11.2 31.7 31.7Cycle Q Clear(g_c), s 10.9 27.6 27.6 17.6 28.5 13.3 5.8 17.7 18.1 11.2 31.7 31.7Prop In Lane 1.00 0.60 1.00 1.00 1.00 0.57 1.00 0.48Lane Grp Cap(c), veh/h 192 493 469 296 1194 532 230 371 354 598 568 550V/C Ratio(X) 0.87 0.88 0.88 0.91 0.79 0.66 0.76 0.76 0.78 0.59 0.89 0.89Avail Cap(c_a), veh/h 192 551 524 296 1298 579 264 542 517 598 604 585HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh51.8 40.7 40.8 48.4 35.5 11.8 54.1 43.9 44.1 45.0 38.1 38.1Incr Delay (d2), s/veh 31.3 14.4 15.2 30.3 3.3 2.5 8.5 5.9 6.8 1.1 14.8 15.2Initial 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/ln6.4 13.7 13.1 10.1 12.5 4.7 2.8 8.2 8.1 4.8 15.6 15.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 83.2 55.2 56.0 78.7 38.7 14.3 62.6 49.8 50.9 46.1 52.9 53.3LnGrp LOS F E E E D B E DDDDD Approach Vol, veh/h 1015 1569 732 1345Approach Delay, s/veh 60.1 40.2 53.3 51.2Approach LOS E D D D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s24.0 38.7 12.2 43.1 17.1 45.5 25.8 29.5Change Period (Y+Rc), s 4.4 * 5.9 4.4 5.4 4.4 5.9 5.4 * 4.9Max Green Setting (Gmax), s19.6 * 37 9.0 40.1 12.7 43.1 13.6 * 36Max Q Clear Time (g_c+I1), s19.6 29.6 7.8 33.7 12.9 30.5 13.2 20.1Green Ext Time (p_c), s 0.0 3.1 0.0 4.0 0.0 6.2 0.0 4.6 Intersection Summary HCM 6th Ctrl Delay 49.8HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_AM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1125 11 22 1491 28 46 Future Volume (veh/h) 1125 11 22 1491 28 46 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1278 12 25 1694 32 52 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 22222 Cap, veh/h 2301 22 42 2661 97 86 Arrive On Green 0.64 0.64 0.02 0.75 0.05 0.05 Sat Flow, veh/h 3701 34 1781 3647 1781 1585 Grp Volume(v), veh/h 629 661 25 1694 32 52Grp Sat Flow(s),veh/h/ln1777 1864 1781 1777 1781 1585Q Serve(g_s), s 10.2 10.2 0.7 11.7 0.9 1.6Cycle Q Clear(g_c), s 10.2 10.2 0.7 11.7 0.9 1.6Prop In Lane 0.02 1.00 1.00 1.00Lane Grp Cap(c), veh/h1133 1189 42 2661 97 86V/C Ratio(X) 0.56 0.56 0.60 0.64 0.33 0.60Avail Cap(c_a), veh/h 1862 1954 194 4424 902 803HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 5.2 5.2 24.8 3.1 23.4 23.7Incr Delay (d2), s/veh 0.5 0.5 5.1 0.3 0.7 2.5Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.9 2.0 0.3 0.5 0.4 0.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 5.7 5.7 29.9 3.4 24.1 26.2LnGrp LOS A A C A C C Approach Vol, veh/h 1290 1719 84Approach Delay, s/veh 5.7 3.8 25.4Approach LOS A A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s5.7 38.2 43.9 7.4Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s5.6 53.8 63.9 26.0Max Q Clear Time (g_c+I1), s2.7 12.2 13.7 3.6Green Ext Time (p_c), s 0.0 13.6 24.7 0.1 Intersection Summary HCM 6th Ctrl Delay 5.2HCM 6th LOS A 6: Avenida Florencia & Espola Rd HCM 6th TWSC 01/15/2020 2035+P AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_AM.syn Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 1103 15 47 1458 18 46Future Vol, veh/h 1103 15 47 1458 18 46Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 88 88 88 88 88 88Heavy Vehicles, % 2 22222Mvmt Flow 1253 17 53 1657 20 52 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1270 0 2188 627 Stage 1 - - - - 1253 - Stage 2 - - - - 935 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 543 - 39 426 Stage 1 - - - - 232 - Stage 2 - - - - 342 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 543 - 35 426Mov Cap-2 Maneuver - - - - 126 - Stage 1 - - - - 209 - Stage 2 - - - - 342 - Approach EB WB NB HCM Control Delay, s 0 0.4 24.7HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 255 - - 543 -HCM Lane V/C Ratio 0.285 - - 0.098 -HCM Control Delay (s) 24.7 - - 12.4 -HCM Lane LOS C - - B -HCM 95th %tile Q(veh) 1.1 - - 0.3 - 7: Valle Verde Rd & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 377 722 16 14 1023 88 16 13 21 97 3 428 Future Volume (veh/h) 377 722 16 14 1023 88 16 13 21 97 3 428 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 433 830 18 16 1176 101 18 15 24 111 3 492 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, %222222222222 Cap, veh/h 415 2103 46 35 1251 107 23 20 31 373 392 702 Arrive On Green 0.23 0.59 0.59 0.02 0.38 0.38 0.04 0.04 0.04 0.21 0.21 0.21 Sat Flow, veh/h 1781 3556 77 1781 3312 284 541 451 721 1781 1870 1585 Grp Volume(v), veh/h 433 415 433 16 630 647 57 0 0 111 3 492Grp Sat Flow(s),veh/h/ln 1781 1777 1856 1781 1777 1819 1713 0 0 1781 1870 1585Q Serve(g_s), s 33.4 17.8 17.8 1.3 49.0 49.2 4.7 0.0 0.0 7.5 0.2 30.0Cycle Q Clear(g_c), s 33.4 17.8 17.8 1.3 49.0 49.2 4.7 0.0 0.0 7.5 0.2 30.0Prop In Lane 1.00 0.04 1.00 0.16 0.32 0.42 1.00 1.00Lane Grp Cap(c), veh/h 415 1051 1098 35 671 687 74 0 0 373 392 702V/C Ratio(X) 1.04 0.39 0.39 0.46 0.94 0.94 0.77 0.00 0.00 0.30 0.01 0.70Avail Cap(c_a), veh/h 415 1051 1098 86 684 700 263 0 0 373 392 702HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 54.9 15.6 15.6 69.4 43.0 43.0 67.8 0.0 0.0 47.7 44.8 32.2Incr Delay (d2), s/veh 55.6 0.3 0.3 3.4 20.7 20.8 17.9 0.0 0.0 0.2 0.0 2.7Initial 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 21.4 7.3 7.6 0.6 25.2 25.9 2.4 0.0 0.0 3.4 0.1 14.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 110.5 15.9 15.9 72.8 63.7 63.8 85.6 0.0 0.0 47.9 44.8 34.9LnGrp LOS F BBEEEFAADDC Approach Vol, veh/h 1281 1293 57 606Approach Delay, s/veh 47.9 63.9 85.6 37.3Approach LOS D E F D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.4 91.2 35.3 37.0 60.6 10.3Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 81.6 * 30 33.4 55.1 22.0Max Q Clear Time (g_c+I1), s 3.3 19.8 32.0 35.4 51.2 6.7Green Ext Time (p_c), s 0.0 8.2 0.0 0.0 2.9 0.2 Intersection Summary HCM 6th Ctrl Delay 53.0HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8: Valle Verde Rd & St Andrews Dr HCM 6th TWSC 01/15/2020 2035+P AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_AM.syn Intersection Int Delay, s/veh 6.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 3 2 28 137 3 8 26 390 45 3 382 7Future Vol, veh/h 3 2 28 137 3 8 26 390 45 3 382 7Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92Heavy Vehicles, % 2 22222222222Mvmt Flow 3 2 30 149 3 9 28 424 49 3 415 8 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 932 950 415 921 909 424 423 0 0 473 0 0 Stage 1 421 421 - 480 480 ------- Stage 2 511 529 - 441 429 -------Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -Pot Cap-1 Maneuver 247 260 637 251 275 630 1136 - - 1089 - - Stage 1 610 589 - 567 554 ------- Stage 2 545 527 - 595 584 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 236 253 637 232 267 630 1136 - - 1089 - -Mov Cap-2 Maneuver 236 253 - 232 267 ------- Stage 1 595 587 - 553 540 ------- Stage 2 521 514 - 563 582 ------- Approach EB WB NB SB HCM Control Delay, s 12.3 43.6 0.5 0.1HCM LOS B E Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1136 - - 243 637 233 630 1089 - -HCM Lane V/C Ratio 0.025 - - 0.022 0.048 0.653 0.014 0.003 - -HCM Control Delay (s) 8.2 - - 20.2 10.9 45.5 10.8 8.3 - -HCM Lane LOS A - - C BEBA - -HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 4 0 0 - - 9: Martincoit Rd/PVT Dr 'A' & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 601 186 96 839 15 204 2 77 25 4 73 Future Volume (veh/h) 42 601 186 96 839 15 204 2 77 25 4 73 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 46 733 227 117 1023 16 249 2 94 27 4 79 Peak Hour Factor 0.92 0.82 0.82 0.82 0.82 0.92 0.82 0.92 0.82 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 78 957 297 150 1378 22 301 7 349 53 7 129 Arrive On Green 0.04 0.36 0.36 0.08 0.38 0.38 0.17 0.22 0.22 0.03 0.09 0.09 Sat Flow, veh/h 1781 2671 827 1781 3581 56 1781 33 1557 1781 77 1520 Grp Volume(v), veh/h 46 488 472 117 508 531 249 0 96 27 0 83Grp Sat Flow(s),veh/h/ln 1781 1777 1721 1781 1777 1860 1781 0 1590 1781 0 1597Q Serve(g_s), s 1.6 15.6 15.6 4.1 15.8 15.8 8.7 0.0 3.2 1.0 0.0 3.2Cycle Q Clear(g_c), s 1.6 15.6 15.6 4.1 15.8 15.8 8.7 0.0 3.2 1.0 0.0 3.2Prop In Lane 1.00 0.48 1.00 0.03 1.00 0.98 1.00 0.95Lane Grp Cap(c), veh/h 78 637 617 150 684 716 301 0 357 53 0 136V/C Ratio(X) 0.59 0.77 0.77 0.78 0.74 0.74 0.83 0.00 0.27 0.51 0.00 0.61Avail Cap(c_a), veh/h 141 841 814 222 896 938 430 0 898 161 0 671HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 30.2 18.2 18.2 28.9 17.0 17.0 25.8 0.0 20.6 30.7 0.0 28.4Incr Delay (d2), s/veh 7.0 3.4 3.5 5.4 2.7 2.5 8.8 0.0 0.1 7.4 0.0 4.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.8 5.9 5.7 1.8 5.8 6.0 4.1 0.0 1.1 0.5 0.0 1.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 37.2 21.6 21.7 34.2 19.7 19.6 34.6 0.0 20.7 38.1 0.0 32.7LnGrp LOS DCCCBBCACDAC Approach Vol, veh/h 1006 1156 345 110Approach Delay, s/veh 22.4 21.1 30.7 34.0Approach LOS CCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.0 29.5 15.4 10.4 7.3 31.2 6.4 19.3Change Period (Y+Rc), s 3.6 6.5 4.5 * 4.9 4.5 6.5 4.5 4.9Max Green Setting (Gmax), s 8.0 30.4 15.5 * 27 5.1 32.4 5.8 36.3Max Q Clear Time (g_c+I1), s 6.1 17.6 10.7 5.2 3.6 17.8 3.0 5.2Green Ext Time (p_c), s 0.0 5.4 0.3 0.4 0.0 6.3 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 23.4HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 10: Espola Rd & Cloudcroft Dr HCM 6th TWSC 01/15/2020 2035+P AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_AM.syn Intersection Int Delay, s/veh 1.6 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 20 953 884 22 35 55Future Vol, veh/h 20 953 884 22 35 55Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 81 81 81 81 81 81Heavy Vehicles, % 2 22222Mvmt Flow 25 1177 1091 27 43 68 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1118 0 - 0 2332 559 Stage 1 - - - - 1105 - Stage 2 - - - - 1227 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 623 - - - ~ 35 473 Stage 1 - - - - 279 - Stage 2 - - - - 276 -Platoon blocked, % - - -Mov Cap-1 Maneuver 623 - - - ~ 34 473Mov Cap-2 Maneuver - - - - 134 - Stage 1 - - - - 268 - Stage 2 - - - - 276 - Approach EB WB SB HCM Control Delay, s 0.2 0 32.7HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 623 - - - 238HCM Lane V/C Ratio 0.04 - - - 0.467HCM Control Delay (s) 11 - - - 32.7HCM Lane LOS B - - - DHCM 95th %tile Q(veh) 0.1 - - - 2.3 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 11: Old Coach Rd & Espola Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 55 909 38 0 744 19 120 4 12 36 0 80 Future Volume (veh/h) 55 909 38 0 744 19 120 4 12 36 0 80 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 71 1165 49 0 954 24 154 5 15 46 0 103 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, %222222222222 Cap, veh/h 90 1908 80 3 1502 38 196 71 212 66 0 156 Arrive On Green 0.05 0.55 0.55 0.00 0.42 0.42 0.11 0.17 0.17 0.04 0.00 0.10 Sat Flow, veh/h 1781 3475 146 1781 3542 89 1781 412 1236 1781 0 1585 Grp Volume(v), veh/h 71 595 619 0 479 499 154 0 20 46 0 103Grp Sat Flow(s),veh/h/ln 1781 1777 1844 1781 1777 1854 1781 0 1648 1781 0 1585Q Serve(g_s), s 2.1 12.2 12.2 0.0 11.4 11.4 4.5 0.0 0.5 1.4 0.0 3.4Cycle Q Clear(g_c), s 2.1 12.2 12.2 0.0 11.4 11.4 4.5 0.0 0.5 1.4 0.0 3.4Prop In Lane 1.00 0.08 1.00 0.05 1.00 0.75 1.00 1.00Lane Grp Cap(c), veh/h 90 976 1013 3 754 786 196 0 282 66 0 156V/C Ratio(X) 0.79 0.61 0.61 0.00 0.64 0.64 0.79 0.00 0.07 0.70 0.00 0.66Avail Cap(c_a), veh/h 240 1244 1291 183 1188 1240 266 0 714 226 0 651HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 25.2 8.2 8.2 0.0 12.2 12.2 23.2 0.0 18.6 25.5 0.0 23.3Incr Delay (d2), s/veh 5.8 0.9 0.9 0.0 1.3 1.2 7.1 0.0 0.1 4.9 0.0 3.5Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.0 3.7 3.8 0.0 4.0 4.2 2.1 0.0 0.2 0.6 0.0 1.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 31.0 9.1 9.0 0.0 13.4 13.4 30.4 0.0 18.7 30.4 0.0 26.8LnGrp LOS C AAABBCABCAC Approach Vol, veh/h 1285 978 174 149Approach Delay, s/veh 10.3 13.4 29.0 27.9Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 0.0 34.4 9.9 9.3 6.7 27.7 6.0 13.2Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 4.0 5.0 4.0 4.0Max Green Setting (Gmax), s 5.5 37.5 8.0 22.0 7.2 35.8 6.8 23.2Max Q Clear Time (g_c+I1), s 0.0 14.2 6.5 5.4 4.1 13.4 3.4 2.5Green Ext Time (p_c), s 0.0 12.3 0.0 0.4 0.0 9.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 13.7HCM 6th LOS B 12: Espola Rd & Lake Poway Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 81 5 22 13 2 8 21 626 21 17 821 104 Future Volume (veh/h) 81 5 22 13 2 8 21 626 21 17 821 104 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 119 7 32 19 3 12 31 921 31 25 1207 153 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 170 28 128 45 7 46 120 1553 52 120 1405 178 Arrive On Green 0.10 0.10 0.10 0.03 0.03 0.03 0.07 0.44 0.44 0.07 0.44 0.44 Sat Flow, veh/h 1781 293 1337 1548 244 1585 1781 3508 118 1781 3174 401 Grp Volume(v), veh/h 119 0 39 22 0 12 31 467 485 25 674 686Grp Sat Flow(s),veh/h/ln1781 0 1630 1793 0 1585 1781 1777 1849 1781 1777 1798Q Serve(g_s), s 3.8 0.0 1.3 0.7 0.0 0.4 1.0 11.7 11.7 0.8 20.1 20.3Cycle Q Clear(g_c), s 3.8 0.0 1.3 0.7 0.0 0.4 1.0 11.7 11.7 0.8 20.1 20.3Prop In Lane 1.00 0.82 0.86 1.00 1.00 0.06 1.00 0.22Lane Grp Cap(c), veh/h 170 0 156 52 0 46 120 787 819 120 787 796V/C Ratio(X) 0.70 0.00 0.25 0.42 0.00 0.26 0.26 0.59 0.59 0.21 0.86 0.86Avail Cap(c_a), veh/h 813 0 744 788 0 697 542 823 857 542 823 833HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh25.9 0.0 24.8 28.2 0.0 28.1 26.2 12.5 12.5 26.1 14.8 14.8Incr Delay (d2), s/veh 2.0 0.0 0.3 5.4 0.0 3.0 0.4 1.2 1.1 0.3 8.8 9.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.6 0.0 0.5 0.4 0.0 0.2 0.4 4.2 4.4 0.3 8.7 9.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 27.9 0.0 25.1 33.6 0.0 31.1 26.6 13.6 13.6 26.4 23.6 23.9LnGrp LOS C A C C A C C B B C C C Approach Vol, veh/h 158 34 983 1385Approach Delay, s/veh 27.2 32.7 14.0 23.8Approach LOS C C B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s8.5 33.1 10.9 8.5 33.1 6.6Change Period (Y+Rc), s 4.5 6.9 * 5.3 4.5 6.9 4.9Max Green Setting (Gmax), s18.0 27.4 * 27 18.0 27.4 26.0Max Q Clear Time (g_c+I1), s2.8 13.7 5.8 3.0 22.3 2.7Green Ext Time (p_c), s 0.0 6.0 0.3 0.0 3.9 0.1 Intersection Summary HCM 6th Ctrl Delay 20.4HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 13: Espola Rd & Titan Wy/Eden Grove HCM 6th Signalized Intersection Summary 01/15/2020 2035+P AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 58 0 288 23 0 8 424 586 12 14 573 201 Future Volume (veh/h) 58 0 288 23 0 8 424 586 12 14 573 201 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 94 0 465 37 0 13 684 945 19 23 924 324 Peak Hour Factor 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 117 0 456 47 0 395 748 1843 37 31 1131 505 Arrive On Green 0.07 0.00 0.29 0.03 0.00 0.25 0.22 0.52 0.52 0.02 0.32 0.32 Sat Flow, veh/h 1781 0 1585 1781 0 1585 3456 3563 72 1781 3554 1585 Grp Volume(v), veh/h 94 0 465 37 0 13 684 471 493 23 924 324Grp Sat Flow(s),veh/h/ln1781 0 1585 1781 0 1585 1728 1777 1857 1781 1777 1585Q Serve(g_s), s 6.7 0.0 37.0 2.7 0.0 0.8 24.9 22.4 22.4 1.7 30.8 22.5Cycle Q Clear(g_c), s 6.7 0.0 37.0 2.7 0.0 0.8 24.9 22.4 22.4 1.7 30.8 22.5Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 117 0 456 47 0 395 748 919 961 31 1131 505V/C Ratio(X) 0.81 0.00 1.02 0.78 0.00 0.03 0.91 0.51 0.51 0.74 0.82 0.64Avail Cap(c_a), veh/h 169 0 456 159 0 448 900 985 1030 154 1343 599HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh59.3 0.0 45.8 62.2 0.0 36.6 49.2 20.4 20.4 62.9 40.4 37.5Incr Delay (d2), s/veh 10.5 0.0 47.1 9.9 0.0 0.0 11.2 0.5 0.5 12.1 3.7 2.0Initial 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 20.4 1.3 0.0 0.3 11.9 9.3 9.8 0.9 14.0 9.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 69.7 0.0 92.9 72.0 0.0 36.6 60.4 20.9 20.9 74.9 44.0 39.6LnGrp LOS E A F E A D E C C E D D Approach Vol, veh/h 559 50 1648 1271Approach Delay, s/veh 89.0 62.8 37.3 43.5Approach LOS F E D D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.7 73.4 6.9 41.5 32.3 47.8 11.9 36.5Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s11.1 * 71 11.5 37.0 33.5 48.6 12.2 36.3Max Q Clear Time (g_c+I1), s3.7 24.4 4.7 39.0 26.9 32.8 8.7 2.8Green Ext Time (p_c), s 0.0 9.7 0.0 0.0 1.0 8.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 48.1HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 14: Espola Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 377 32 226 12 61 40 884 459 10 8 382 634 Future Volume (veh/h) 377 32 226 12 61 40 884 459 10 8 382 634 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 449 38 269 14 73 48 1052 546 12 10 455 755 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 501 423 859 17 95 62 1092 1073 909 17 515 666 Arrive On Green 0.15 0.23 0.23 0.01 0.09 0.09 0.32 0.57 0.57 0.01 0.28 0.28 Sat Flow, veh/h 3456 1870 1585 1781 1053 693 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 449 38 269 14 0 121 1052 546 12 10 455 755Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1746 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 15.5 2.0 11.4 1.0 0.0 8.2 36.4 21.4 0.4 0.7 28.4 33.5Cycle Q Clear(g_c), s 15.5 2.0 11.4 1.0 0.0 8.2 36.4 21.4 0.4 0.7 28.4 33.5Prop In Lane 1.00 1.00 1.00 0.40 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 501 423 859 17 0 157 1092 1073 909 17 515 666V/C Ratio(X) 0.90 0.09 0.31 0.85 0.00 0.77 0.96 0.51 0.01 0.60 0.88 1.13Avail Cap(c_a), veh/h 525 713 1105 81 0 479 1093 1073 909 73 515 666HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh51.1 37.2 15.4 60.2 0.0 54.1 40.9 15.6 11.1 60.0 42.2 35.3Incr Delay (d2), s/veh 16.6 0.1 0.2 32.5 0.0 9.1 18.8 0.2 0.0 11.9 16.7 77.6Initial 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/ln7.9 0.9 4.1 0.6 0.0 4.0 18.2 8.9 0.1 0.4 15.4 33.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 67.7 37.3 15.6 92.7 0.0 63.2 59.7 15.8 11.1 71.9 58.9 112.9LnGrp LOS E D B F AEEBBEEF Approach Vol, veh/h 756 135 1610 1220Approach Delay, s/veh 47.7 66.3 44.5 92.4Approach LOS D E D F Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.6 34.1 42.0 40.0 22.2 17.6 5.6 76.3Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.5 46.4 38.5 33.5 18.5 33.4 5.0 * 68Max Q Clear Time (g_c+I1), s3.0 13.4 38.4 35.5 17.5 10.2 2.7 23.4Green Ext Time (p_c), s 0.0 1.5 0.0 0.0 0.1 0.7 0.0 2.5 Intersection Summary HCM 6th Ctrl Delay 61.6HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 15: Pomerado Rd & Rios Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 12 4 41 132 22 26 17 763 52 9 1252 13 Future Volume (veh/h) 12 4 41 132 22 26 17 763 52 9 1252 13 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 12 4 43 138 23 27 18 795 54 9 1304 14 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 310 23 242 310 129 152 31 1896 129 17 1993 21 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.02 0.56 0.56 0.01 0.55 0.55 Sat Flow, veh/h 1355 137 1469 1359 784 921 1781 3377 229 1781 3602 39 Grp Volume(v), veh/h 12 0 47 138 0 50 18 418 431 9 643 675Grp Sat Flow(s),veh/h/ln1355 0 1606 1359 0 1705 1781 1777 1829 1781 1777 1863Q Serve(g_s), s 0.5 0.0 1.5 5.8 0.0 1.5 0.6 8.1 8.1 0.3 15.1 15.1Cycle Q Clear(g_c), s 2.0 0.0 1.5 7.3 0.0 1.5 0.6 8.1 8.1 0.3 15.1 15.1Prop In Lane 1.00 0.91 1.00 0.54 1.00 0.13 1.00 0.02Lane Grp Cap(c), veh/h 310 0 265 310 0 281 31 997 1027 17 983 1031V/C Ratio(X) 0.04 0.00 0.18 0.44 0.00 0.18 0.58 0.42 0.42 0.54 0.65 0.65Avail Cap(c_a), veh/h 735 0 769 753 0 837 155 1202 1238 155 1223 1283HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh22.3 0.0 21.5 24.6 0.0 21.5 29.1 7.5 7.5 29.4 9.3 9.3Incr Delay (d2), s/veh 0.0 0.0 0.1 0.4 0.0 0.1 6.4 0.4 0.4 9.9 1.5 1.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.5 1.8 0.0 0.6 0.3 2.5 2.6 0.2 5.0 5.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 22.3 0.0 21.6 25.0 0.0 21.6 35.5 7.9 7.9 39.4 10.8 10.8LnGrp LOS C A C C A C D A A D B B Approach Vol, veh/h 59 188 867 1327Approach Delay, s/veh 21.7 24.1 8.5 11.0Approach LOS C C A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.0 39.3 15.4 5.4 38.8 15.4Change Period (Y+Rc), s 4.4 5.8 5.6 4.4 * 5.8 * 5.6Max Green Setting (Gmax), s5.2 40.4 28.6 5.2 * 41 * 29Max Q Clear Time (g_c+I1), s2.3 10.1 4.0 2.6 17.1 9.3Green Ext Time (p_c), s 0.0 8.3 0.1 0.0 15.9 0.3 Intersection Summary HCM 6th Ctrl Delay 11.4HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 16: Pomerado Rd & Higa Pl/Avenida La Valencia HCM 6th Signalized Intersection Summary 01/15/2020 2035+P AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 9 4 8 90 6 49 15 787 52 23 1445 8 Future Volume (veh/h) 9 4 8 90 6 49 15 787 52 23 1445 8 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 10 4 9 100 7 54 17 874 58 26 1606 9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 289 62 138 290 225 191 30 1948 129 43 2113 12 Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.12 0.02 0.58 0.58 0.02 0.58 0.58 Sat Flow, veh/h 1341 512 1151 1401 1870 1585 1781 3382 224 1781 3623 20 Grp Volume(v), veh/h 10 0 13 100 7 54 17 459 473 26 787 828Grp Sat Flow(s),veh/h/ln1341 0 1663 1401 1870 1585 1781 1777 1830 1781 1777 1867Q Serve(g_s), s 0.4 0.0 0.4 3.7 0.2 1.7 0.5 8.1 8.1 0.8 18.1 18.2Cycle Q Clear(g_c), s 0.5 0.0 0.4 4.1 0.2 1.7 0.5 8.1 8.1 0.8 18.1 18.2Prop In Lane 1.00 0.69 1.00 1.00 1.00 0.12 1.00 0.01Lane Grp Cap(c), veh/h 289 0 200 290 225 191 30 1023 1054 43 1036 1089V/C Ratio(X) 0.03 0.00 0.07 0.34 0.03 0.28 0.57 0.45 0.45 0.61 0.76 0.76Avail Cap(c_a), veh/h 962 0 1035 994 1164 986 169 1138 1172 186 1164 1223HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh21.5 0.0 21.3 23.1 21.2 21.9 26.7 6.6 6.6 26.4 8.5 8.5Incr Delay (d2), s/veh 0.0 0.0 0.1 0.3 0.0 0.3 6.3 0.4 0.4 5.2 2.9 2.7Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.1 0.0 0.1 1.2 0.1 0.6 0.3 2.3 2.4 0.4 5.7 5.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 21.5 0.0 21.4 23.4 21.3 22.2 33.0 7.0 7.0 31.6 11.4 11.3LnGrp LOS C A CCCCCAACBB Approach Vol, veh/h 23 161 949 1641Approach Delay, s/veh 21.4 22.9 7.5 11.6Approach LOS C C A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.7 37.5 11.5 5.3 37.9 11.5Change Period (Y+Rc), s 4.4 6.0 4.9 4.4 * 6 4.9Max Green Setting (Gmax), s5.7 35.0 34.0 5.2 * 36 34.0Max Q Clear Time (g_c+I1), s2.8 10.1 2.5 2.5 20.2 6.1Green Ext Time (p_c), s 0.0 8.8 0.0 0.0 11.7 0.2 Intersection Summary HCM 6th Ctrl Delay 11.0HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 17: Pomerado Rd & Stone Canyon Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 9 18 234 6 32 14 758 202 24 1488 35 Future Volume (veh/h) 37 9 18 234 6 32 14 758 202 24 1488 35 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 40 10 20 254 7 35 15 824 220 26 1617 38 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 75 11 570 82 0 570 25 1221 326 38 1589 37 Arrive On Green 0.36 0.36 0.36 0.36 0.36 0.36 0.01 0.44 0.44 0.02 0.45 0.45 Sat Flow, veh/h 0 30 1585 0 0 1585 1781 2774 740 1781 3549 83 Grp Volume(v), veh/h 50 0 20 261 0 35 15 528 516 26 808 847Grp Sat Flow(s),veh/h/ln 30 0 1585 0 0 1585 1781 1777 1737 1781 1777 1855Q Serve(g_s), s 0.0 0.0 0.7 0.0 0.0 1.2 0.7 20.4 20.4 1.3 38.7 38.7Cycle Q Clear(g_c), s 31.1 0.0 0.7 31.1 0.0 1.2 0.7 20.4 20.4 1.3 38.7 38.7Prop In Lane 0.80 1.00 0.97 1.00 1.00 0.43 1.00 0.04Lane Grp Cap(c), veh/h 86 0 570 82 0 570 25 782 765 38 796 831V/C Ratio(X) 0.58 0.00 0.04 3.17 0.00 0.06 0.60 0.67 0.67 0.68 1.02 1.02Avail Cap(c_a), veh/h 86 0 570 82 0 570 107 782 765 124 796 831HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh36.5 0.0 17.9 43.2 0.0 18.1 42.4 19.2 19.3 42.0 23.9 23.9Incr Delay (d2), s/veh 6.6 0.0 0.01009.7 0.0 0.0 8.4 2.5 2.6 7.6 35.8 36.2Initial 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 0.0 0.3 24.8 0.0 0.4 0.4 8.5 8.3 0.6 22.9 24.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 43.1 0.0 17.91052.9 0.0 18.1 50.7 21.8 21.8 49.6 59.6 60.0LnGrp LOS D A B F A B DCCDFF Approach Vol, veh/h 70 296 1059 1681Approach Delay, s/veh 35.9 930.5 22.2 59.7Approach LOS D F C E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.3 44.1 36.1 5.6 44.7 36.1Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 * 5Max Green Setting (Gmax), s6.0 37.6 31.0 5.2 * 39 * 31Max Q Clear Time (g_c+I1), s3.3 22.4 33.1 2.7 40.7 33.1Green Ext Time (p_c), s 0.0 7.8 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 129.4HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy HCM 6th Signalized Intersection Summary 01/15/2020 2035+P AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 316 6 310 0 0 7 227 725 11 9 1237 486 Future Volume (veh/h) 316 6 310 0 0 7 227 725 11 9 1237 486 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 466 0 234 0 0 8 255 815 12 10 1390 546 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 550 0 245 0 0 9 278 2433 36 16 1352 498 Arrive On Green 0.15 0.00 0.15 0.00 0.00 0.01 0.16 0.68 0.68 0.01 0.53 0.53 Sat Flow, veh/h 3563 0 1585 0 0 1585 1781 3585 53 1781 2542 937 Grp Volume(v), veh/h 466 0 234 0 0 8 255 404 423 10 944 992Grp Sat Flow(s),veh/h/ln1781 0 1585 0 0 1585 1781 1777 1861 1781 1777 1702Q Serve(g_s), s 17.7 0.0 20.3 0.0 0.0 0.7 19.6 13.1 13.1 0.8 73.6 73.8Cycle Q Clear(g_c), s 17.7 0.0 20.3 0.0 0.0 0.7 19.6 13.1 13.1 0.8 73.6 73.8Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.03 1.00 0.55Lane Grp Cap(c), veh/h 550 0 245 0 0 9 278 1206 1263 16 945 905V/C Ratio(X) 0.85 0.00 0.96 0.00 0.00 0.88 0.92 0.33 0.34 0.61 1.00 1.10Avail Cap(c_a), veh/h 550 0 245 0 0 131 290 1206 1263 65 945 905HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh57.1 0.0 58.2 0.0 0.0 68.9 57.7 9.3 9.3 68.5 32.4 32.5Incr Delay (d2), s/veh 11.3 0.0 45.2 0.0 0.0 105.8 30.9 0.4 0.4 12.8 28.9 59.4Initial 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 11.2 0.0 0.0 0.6 11.2 5.1 5.3 0.4 38.2 44.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 68.3 0.0 103.4 0.0 0.0 174.7 88.6 9.7 9.7 81.2 61.3 91.9LnGrp LOS E A F A A F F A A F E F Approach Vol, veh/h 700 8 1082 1946Approach Delay, s/veh 80.1 174.7 28.3 77.0Approach LOS F F C E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.7 100.2 28.0 26.0 79.9 4.8Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s5.1 90.9 21.4 22.6 * 74 11.5Max Q Clear Time (g_c+I1), s2.8 15.1 22.3 21.6 75.8 2.7Green Ext Time (p_c), s 0.0 15.9 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 63.7HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 19: Pomerado Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_AM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 277 1169 456 19 1412 451 551 791 12 413 832 367 Future Volume (veh/h) 277 1169 456 19 1412 451 551 791 12 413 832 367 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 289 1218 475 20 1471 470 574 824 12 430 867 0 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 274 1653 643 24 1392 621 533 890 13 452 800 Arrive On Green 0.08 0.46 0.46 0.01 0.39 0.39 0.15 0.25 0.25 0.13 0.22 0.00 Sat Flow, veh/h 3456 3616 1406 1781 3554 1585 3456 3586 52 3456 3554 1585 Grp Volume(v), veh/h 289 1146 547 20 1471 470 574 408 428 430 867 0Grp Sat Flow(s),veh/h/ln1728 1702 1617 1781 1777 1585 1728 1777 1861 1728 1777 1585Q Serve(g_s), s 9.5 33.1 33.2 1.3 47.0 30.8 18.5 26.9 26.9 14.8 27.0 0.0Cycle Q Clear(g_c), s 9.5 33.1 33.2 1.3 47.0 30.8 18.5 26.9 26.9 14.8 27.0 0.0Prop In Lane 1.00 0.87 1.00 1.00 1.00 0.03 1.00 1.00Lane Grp Cap(c), veh/h 274 1557 740 24 1392 621 533 441 462 452 800V/C Ratio(X) 1.06 0.74 0.74 0.83 1.06 0.76 1.08 0.93 0.93 0.95 1.08Avail Cap(c_a), veh/h 274 1557 740 76 1392 621 533 441 462 452 800HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh55.3 26.6 26.7 59.0 36.5 31.6 50.8 44.0 44.0 51.8 46.5 0.0Incr Delay (d2), s/veh 70.0 1.6 3.5 22.3 40.7 4.8 61.5 25.0 24.2 29.9 57.2 0.0Initial 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/ln6.8 13.5 13.3 0.8 27.8 12.4 12.5 14.8 15.4 8.3 18.2 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 125.3 28.3 30.2 81.3 77.2 36.4 112.2 69.0 68.2 81.6 103.7 0.0LnGrp LOS F C C F F D F E E F F Approach Vol, veh/h 1982 1961 1410 1297 AApproach Delay, s/veh 43.0 67.5 86.4 96.4Approach LOS D E F F Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.1 59.4 23.0 31.5 14.0 51.5 20.2 34.3Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.1 51.4 18.5 27.0 9.5 47.0 15.7 29.8Max Q Clear Time (g_c+I1), s3.3 35.2 20.5 29.0 11.5 49.0 16.8 28.9Green Ext Time (p_c), s 0.0 8.1 0.0 0.0 0.0 0.0 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 69.8HCM 6th LOS E Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 20: Del Norte/Avenida Florencia & Avenida La Valencia HCM 6th AWSC 01/15/2020 2035+P AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_AM.syn Intersection Intersection Delay, s/veh 7.6Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 17 31 7 4 89 6 14 15 3 2 27 31Future Vol, veh/h 17 31 7 4 89 6 14 15 3 2 27 31Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Heavy Vehicles, % 2 22222222222Mvmt Flow 20 36 8 5 102 7 16 17 3 2 31 36Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 7.6 7.8 7.6 7.4HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 44% 31% 4% 3%Vol Thru, % 47% 56% 90% 45%Vol Right, % 9% 13% 6% 52%Sign Control Stop Stop Stop StopTraffic Vol by Lane 32 55 99 60LT Vol 14 17 4 2Through Vol 15 31 89 27RT Vol 3 7 6 31Lane Flow Rate 37 63 114 69Geometry Grp 1111Degree of Util (X) 0.045 0.074 0.131 0.078Departure Headway (Hd) 4.431 4.191 4.138 4.066Convergence, Y/N Yes Yes Yes YesCap 813 843 857 886Service Time 2.433 2.275 2.21 2.067HCM Lane V/C Ratio 0.046 0.075 0.133 0.078HCM Control Delay 7.6 7.6 7.8 7.4HCM Lane LOS AAAAHCM 95th-tile Q 0.1 0.2 0.5 0.3 21: Stone Canyon Rd & Del Norte HCM 6th AWSC 01/15/2020 2035+P AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_AM.syn Intersection Intersection Delay, s/veh 9.7Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 19 196 0 0 213 22205022Future Vol, veh/h 19 196 0 0 213 22205022Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72Heavy Vehicles, % 2 22222222222Mvmt Flow 26 272 0 0 296 33307031Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 9.8 9.8 8.5 8.1HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 50% 9% 0% 19%Vol Thru, % 50% 91% 99% 0%Vol Right, % 0% 0% 1% 81%Sign Control Stop Stop Stop StopTraffic Vol by Lane 4 215 215 27LT Vol 2 19 0 5Through Vol 2 196 213 0RT Vol 0 0 2 22Lane Flow Rate 6 299 299 38Geometry Grp 1111Degree of Util (X) 0.008 0.362 0.36 0.05Departure Headway (Hd) 5.389 4.36 4.338 4.781Convergence, Y/N Yes Yes Yes YesCap 664 827 830 749Service Time 3.425 2.374 2.353 2.812HCM Lane V/C Ratio 0.009 0.362 0.36 0.051HCM Control Delay 8.5 9.8 9.8 8.1HCM Lane LOS AAAAHCM 95th-tile Q 0 1.7 1.6 0.2 22: Martincoit Rd & Stone Canyon Rd HCM 6th AWSC 01/15/2020 2035+P AM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_AM.syn Intersection Intersection Delay, s/veh 10Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 168 22 53 41 31 130Future Vol, veh/h 168 22 53 41 31 130Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67Heavy Vehicles, % 2 22222Mvmt Flow 251 33 79 61 46 194Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 11 9.3 9.2HCM LOS B A A Lane NBLn1EBLn1SBLn1 Vol Left, % 56% 88% 0%Vol Thru, % 44% 0% 19%Vol Right, % 0% 12% 81%Sign Control Stop Stop StopTraffic Vol by Lane 94 190 161LT Vol 53 168 0Through Vol 41 0 31RT Vol 0 22 130Lane Flow Rate 140 284 240Geometry Grp 1 1 1Degree of Util (X) 0.197 0.386 0.291Departure Headway (Hd) 5.044 4.899 4.356Convergence, Y/N Yes Yes YesCap 709 732 822Service Time 3.1 2.956 2.403HCM Lane V/C Ratio 0.197 0.388 0.292HCM Control Delay 9.3 11 9.2HCM Lane LOS A B AHCM 95th-tile Q 0.7 1.8 1.2 1: Rancho Bernardo Rd & I-15 SB off-ramp HCM 6th Signalized Intersection Summary 01/15/2020 2035+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1853 902 0 1194 583 0 0 0 357 0 550 Future Volume (veh/h) 0 1853 902 0 1194 583 0 0 0 357 0 550 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1951 949 0 1257 614 376 0 579 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 202 Cap, veh/h 551 3244 1007 185 2196 682 452 0 1227 Arrive On Green 0.00 0.64 0.64 0.00 0.43 0.43 0.13 0.00 0.13 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 1951 949 0 1257 614 376 0 579Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 31.6 76.2 0.0 26.1 50.5 14.9 0.0 0.0Cycle Q Clear(g_c), s 0.0 31.6 76.2 0.0 26.1 50.5 14.9 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 551 3244 1007 185 2196 682 452 0 1227V/C Ratio(X) 0.00 0.60 0.94 0.00 0.57 0.90 0.83 0.00 0.47Avail Cap(c_a), veh/h 551 3432 1065 185 2757 856 590 0 1338HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 1.00 1.00 0.00 0.83 0.83 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 15.1 23.2 0.0 30.2 37.1 59.3 0.0 27.7Incr Delay (d2), s/veh 0.0 0.8 17.5 0.0 0.9 14.9 6.1 0.0 0.1Initial 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 11.4 30.0 0.0 10.6 21.7 6.8 0.0 11.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 15.9 40.7 0.0 31.1 52.0 65.4 0.0 27.8LnGrp LOS A B D A C D E A C Approach Vol, veh/h 2900 1871 955Approach Delay, s/veh 24.0 37.9 42.6Approach LOS C D D Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 20.2 95.3 24.4 49.0 66.6Change Period (Y+Rc), s 5.7 * 6.4 6.1 5.7 * 6.4Max Green Setting (Gmax), s 5.0 * 94 23.9 22.3 * 76Max Q Clear Time (g_c+I1), s 0.0 78.2 16.9 0.0 52.5Green Ext Time (p_c), s 0.0 10.8 1.5 0.0 7.8 Intersection Summary HCM 6th Ctrl Delay 31.7HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 2: I-15 NB off-ramp & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1299 911 0 1133 543 644 0 595 0 0 0 Future Volume (veh/h) 0 1299 911 0 1133 543 644 0 595 0 0 0 Initial Q (Qb), veh 0 00000000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 0 1870 Adj Flow Rate, veh/h 0 1339 939 0 1168 560 664 0 613 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222202 Cap, veh/h 117 2505 778 313 3067 952 734 0 1082 Arrive On Green 0.00 0.49 0.49 0.00 0.60 0.60 0.21 0.00 0.21 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 3456 0 2790 Grp Volume(v), veh/h 0 1339 939 0 1168 560 664 0 613Grp Sat Flow(s),veh/h/ln1781 1702 1585 1781 1702 1585 1728 0 1395Q Serve(g_s), s 0.0 27.2 73.6 0.0 17.8 32.7 28.1 0.0 0.0Cycle Q Clear(g_c), s 0.0 27.2 73.6 0.0 17.8 32.7 28.1 0.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 117 2505 778 313 3067 952 734 0 1082V/C Ratio(X) 0.00 0.53 1.21 0.00 0.38 0.59 0.90 0.00 0.57Avail Cap(c_a), veh/h 117 2505 778 313 3067 952 827 0 1157HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.82 0.82 0.00 1.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 0.0 26.4 38.2 0.0 15.5 18.5 57.6 0.0 36.0Incr Delay (d2), s/veh 0.0 0.7 103.3 0.0 0.4 2.7 11.6 0.0 0.3Initial 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 11.0 49.6 0.0 6.8 12.2 13.3 0.0 8.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 27.0 141.5 0.0 15.9 21.2 69.2 0.0 36.3LnGrp LOS A C F A B C E A D Approach Vol, veh/h 2278 1728 1277Approach Delay, s/veh 74.2 17.6 53.4Approach LOS E B D Timer - Assigned Phs 1 2 5 6 8 Phs Duration (G+Y+Rc), s32.0 80.0 15.5 96.5 38.0Change Period (Y+Rc), s 5.7 * 6.4 5.7 * 6.4 6.1Max Green Setting (Gmax), s22.3 * 74 7.0 * 90 35.9Max Q Clear Time (g_c+I1), s0.0 75.6 0.0 34.7 30.1Green Ext Time (p_c), s 0.0 0.0 0.0 7.8 1.8 Intersection Summary HCM 6th Ctrl Delay 50.7HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 3: Bernardo Center Dr & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 340 1098 429 147 800 161 546 481 275 207 278 297 Future Volume (veh/h) 340 1098 429 147 800 161 546 481 275 207 278 297 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 354 1144 447 153 833 168 569 501 286 216 290 309 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 385 1390 589 180 929 187 549 612 348 287 728 496 Arrive On Green 0.11 0.37 0.37 0.05 0.32 0.32 0.16 0.28 0.28 0.08 0.20 0.20 Sat Flow, veh/h 3563 3741 1585 3456 2946 594 3456 2182 1241 3456 3554 1585 Grp Volume(v), veh/h 354 1144 447 153 502 499 569 408 379 216 290 309Grp Sat Flow(s),veh/h/ln1781 1870 1585 1728 1777 1763 1728 1777 1647 1728 1777 1585Q Serve(g_s), s 9.7 27.2 24.2 4.3 26.5 26.5 15.6 21.0 21.1 6.0 6.9 16.3Cycle Q Clear(g_c), s 9.7 27.2 24.2 4.3 26.5 26.5 15.6 21.0 21.1 6.0 6.9 16.3Prop In Lane 1.00 1.00 1.00 0.34 1.00 0.75 1.00 1.00Lane Grp Cap(c), veh/h 385 1390 589 180 560 556 549 499 462 287 728 496V/C Ratio(X) 0.92 0.82 0.76 0.85 0.90 0.90 1.04 0.82 0.82 0.75 0.40 0.62Avail Cap(c_a), veh/h 385 1463 620 180 612 607 549 786 728 451 1448 817HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh43.4 27.9 27.0 46.2 32.1 32.1 41.3 33.0 33.0 44.0 33.8 28.8Incr Delay (d2), s/veh 26.5 4.0 5.7 29.2 14.3 14.4 48.0 1.8 2.1 1.5 0.1 0.5Initial 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/ln5.6 12.5 9.8 2.6 13.3 13.2 10.2 9.1 8.5 2.6 3.0 6.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 69.8 32.0 32.7 75.4 46.3 46.4 89.3 34.8 35.1 45.5 33.9 29.3LnGrp LOS E C C E D D F CDDCC Approach Vol, veh/h 1945 1154 1356 815Approach Delay, s/veh 39.0 50.2 57.7 35.2Approach LOS D D E D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s9.5 42.7 20.0 26.0 15.0 37.2 12.6 33.4Change Period (Y+Rc), s 4.4 6.2 4.4 5.9 4.4 * 6.2 4.4 * 5.9Max Green Setting (Gmax), s5.1 38.4 15.6 40.0 10.6 * 34 12.8 * 43Max Q Clear Time (g_c+I1), s6.3 29.2 17.6 18.3 11.7 28.5 8.0 23.1Green Ext Time (p_c), s 0.0 7.3 0.0 1.8 0.0 2.2 0.2 3.4 Intersection Summary HCM 6th Ctrl Delay 45.7HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 4: Pomerado Rd & Rancho Bernardo Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 290 817 213 187 556 355 313 959 149 280 358 199 Future Volume (veh/h) 290 817 213 187 556 355 313 959 149 280 358 199 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 302 851 222 195 579 370 326 999 155 292 373 207 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 324 948 247 170 899 401 380 963 149 334 671 367 Arrive On Green 0.18 0.34 0.34 0.10 0.25 0.25 0.11 0.31 0.31 0.10 0.30 0.30 Sat Flow, veh/h 1781 2789 727 1781 3554 1585 3456 3083 478 3456 2217 1212 Grp Volume(v), veh/h 302 542 531 195 579 370 326 575 579 292 298 282Grp Sat Flow(s),veh/h/ln1781 1777 1739 1781 1777 1585 1728 1777 1784 1728 1777 1652Q Serve(g_s), s 22.1 38.3 38.4 12.6 19.2 22.7 12.3 41.3 41.3 11.0 18.6 19.0Cycle Q Clear(g_c), s 22.1 38.3 38.4 12.6 19.2 22.7 12.3 41.3 41.3 11.0 18.6 19.0Prop In Lane 1.00 0.42 1.00 1.00 1.00 0.27 1.00 0.73Lane Grp Cap(c), veh/h 324 604 591 170 899 401 380 555 557 334 538 500V/C Ratio(X) 0.93 0.90 0.90 1.15 0.64 0.92 0.86 1.04 1.04 0.87 0.55 0.56Avail Cap(c_a), veh/h 326 660 646 170 997 445 496 555 557 334 538 500HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh53.3 41.5 41.5 59.8 44.1 27.5 57.8 45.5 45.5 58.9 38.6 38.8Incr Delay (d2), s/veh 31.9 14.5 14.8 114.9 1.3 23.6 9.2 48.1 48.5 20.8 1.7 1.9Initial 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/ln12.6 18.7 18.4 11.0 8.5 11.0 5.8 25.1 25.3 5.7 8.2 7.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 85.2 55.9 56.3 174.7 45.3 51.1 67.0 93.6 94.0 79.7 40.3 40.7LnGrp LOS F E E F D D E F F E D D Approach Vol, veh/h 1375 1144 1480 872Approach Delay, s/veh 62.5 69.2 87.9 53.6Approach LOS E E F D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s17.0 50.9 18.9 45.5 28.5 39.4 18.2 46.2Change Period (Y+Rc), s 4.4 * 5.9 4.4 5.4 4.4 5.9 5.4 * 4.9Max Green Setting (Gmax), s12.6 * 49 19.0 34.6 24.2 37.1 12.8 * 41Max Q Clear Time (g_c+I1), s14.6 40.4 14.3 21.0 24.1 24.7 13.0 43.3Green Ext Time (p_c), s 0.0 4.6 0.3 4.1 0.0 4.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 70.2HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_PM.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1394 25 18 1131 21 15 Future Volume (veh/h) 1394 25 18 1131 21 15 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1483 27 19 1203 22 15 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 1.00 Percent Heavy Veh, % 2 22222 Cap, veh/h 2310 42 33 2696 58 51 Arrive On Green 0.65 0.65 0.02 0.76 0.03 0.03 Sat Flow, veh/h 3664 65 1781 3647 1781 1585 Grp Volume(v), veh/h 737 773 19 1203 22 15Grp Sat Flow(s),veh/h/ln1777 1859 1781 1777 1781 1585Q Serve(g_s), s 12.1 12.1 0.5 6.0 0.6 0.4Cycle Q Clear(g_c), s 12.1 12.1 0.5 6.0 0.6 0.4Prop In Lane 0.03 1.00 1.00 1.00Lane Grp Cap(c), veh/h1150 1203 33 2696 58 51V/C Ratio(X) 0.64 0.64 0.57 0.45 0.38 0.29Avail Cap(c_a), veh/h 1929 2018 239 4667 972 865HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 5.1 5.2 23.5 2.1 22.9 22.9Incr Delay (d2), s/veh 0.7 0.7 5.7 0.1 1.5 1.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln2.0 2.1 0.2 0.1 0.3 0.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 5.9 5.9 29.2 2.3 24.5 24.0LnGrp LOS A A C A C C Approach Vol, veh/h 1510 1222 37Approach Delay, s/veh 5.9 2.7 24.3Approach LOS A A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s5.4 36.8 42.2 6.2Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s6.5 52.5 63.5 26.4Max Q Clear Time (g_c+I1), s2.5 14.1 8.0 2.6Green Ext Time (p_c), s 0.0 17.1 14.2 0.0 Intersection Summary HCM 6th Ctrl Delay 4.7HCM 6th LOS A 6: Avenida Florencia & Espola Rd HCM 6th TWSC 01/15/2020 2035+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_PM.syn Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 1313 27 37 1096 21 46Future Vol, veh/h 1313 27 37 1096 21 46Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 22222Mvmt Flow 1382 28 39 1154 22 48 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1410 0 2037 691 Stage 1 - - - - 1382 - Stage 2 - - - - 655 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 480 - 49 387 Stage 1 - - - - 198 - Stage 2 - - - - 479 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 480 - 45 387Mov Cap-2 Maneuver - - - - 134 - Stage 1 - - - - 182 - Stage 2 - - - - 479 - Approach EB WB NB HCM Control Delay, s 0 0.4 25.8HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 243 - - 480 -HCM Lane V/C Ratio 0.29 - - 0.081 -HCM Control Delay (s) 25.8 - - 13.2 -HCM Lane LOS D - - B -HCM 95th %tile Q(veh) 1.2 - - 0.3 - 7: Valle Verde Rd & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 327 984 21 17 812 79 17 13 10 62 8 281 Future Volume (veh/h) 327 984 21 17 812 79 17 13 10 62 8 281 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 344 1036 22 18 855 83 18 14 11 65 8 296 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 388 1887 40 44 1104 107 23 18 14 307 322 618 Arrive On Green 0.22 0.53 0.53 0.02 0.34 0.34 0.03 0.03 0.03 0.17 0.17 0.17 Sat Flow, veh/h 1781 3558 76 1781 3272 318 734 571 448 1781 1870 1585 Grp Volume(v), veh/h 344 517 541 18 464 474 43 0 0 65 8 296Grp Sat Flow(s),veh/h/ln 1781 1777 1857 1781 1777 1813 1753 0 0 1781 1870 1585Q Serve(g_s), s 15.1 15.6 15.6 0.8 18.9 18.9 2.0 0.0 0.0 2.5 0.3 11.3Cycle Q Clear(g_c), s 15.1 15.6 15.6 0.8 18.9 18.9 2.0 0.0 0.0 2.5 0.3 11.3Prop In Lane 1.00 0.04 1.00 0.18 0.42 0.26 1.00 1.00Lane Grp Cap(c), veh/h 388 942 985 44 600 612 55 0 0 307 322 618V/C Ratio(X) 0.89 0.55 0.55 0.41 0.77 0.77 0.78 0.00 0.00 0.21 0.02 0.48Avail Cap(c_a), veh/h 714 1354 1415 152 793 810 477 0 0 661 694 933HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 30.7 12.6 12.6 38.9 24.0 24.0 38.9 0.0 0.0 28.8 27.8 18.5Incr Delay (d2), s/veh 2.8 0.6 0.6 2.3 3.8 3.8 23.9 0.0 0.0 0.1 0.0 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 6.6 5.7 6.0 0.4 8.2 8.3 1.2 0.0 0.0 1.1 0.1 4.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 33.5 13.2 13.2 41.1 27.9 27.8 62.8 0.0 0.0 28.9 27.8 18.7LnGrp LOS C B B D C C E A A C C B Approach Vol, veh/h 1402 956 43 369Approach Delay, s/veh 18.1 28.1 62.8 20.7Approach LOS B C E C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.6 49.4 19.2 21.2 33.8 6.7Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 61.6 * 30 32.4 36.1 22.0Max Q Clear Time (g_c+I1), s 2.8 17.6 13.3 17.1 20.9 4.0Green Ext Time (p_c), s 0.0 11.1 0.6 0.5 6.3 0.2 Intersection Summary HCM 6th Ctrl Delay 22.6HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8: Valle Verde Rd & St Andrews Dr HCM 6th TWSC 01/15/2020 2035+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_PM.syn Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 3 3 30 83 4 3 25 276 124 2 247 7Future Vol, veh/h 3 3 30 83 4 3 25 276 124 2 247 7Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91Heavy Vehicles, % 2 22222222222Mvmt Flow 3 3 33 91 4 3 27 303 136 2 271 8 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 704 768 271 654 640 303 279 0 0 439 0 0 Stage 1 275 275 - 357 357 ------- Stage 2 429 493 - 297 283 -------Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -Pot Cap-1 Maneuver 352 332 768 380 393 737 1284 - - 1121 - - Stage 1 731 683 - 661 628 ------- Stage 2 604 547 - 712 677 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 341 324 768 355 384 737 1284 - - 1121 - -Mov Cap-2 Maneuver 341 324 - 355 384 ------- Stage 1 716 682 - 647 615 ------- Stage 2 584 536 - 677 676 ------- Approach EB WB NB SB HCM Control Delay, s 10.9 18.5 0.5 0.1HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1284 - - 332 768 356 737 1121 - -HCM Lane V/C Ratio 0.021 - - 0.02 0.043 0.269 0.004 0.002 - -HCM Control Delay (s) 7.9 - - 16.1 9.9 18.8 9.9 8.2 - -HCM Lane LOS A - - C A C A A - -HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 1.1 0 0 - - 9: Martincoit Rd/PVT Dr 'A' & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 108 913 51 22 791 37 76 6 40 18 3 53 Future Volume (veh/h) 108 913 51 22 791 37 76 6 40 18 3 53 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 117 961 54 23 833 40 80 7 42 20 3 58 Peak Hour Factor 0.92 0.95 0.95 0.95 0.95 0.92 0.95 0.92 0.95 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 153 1517 85 39 1249 60 119 29 174 43 7 126 Arrive On Green 0.09 0.44 0.44 0.02 0.36 0.36 0.07 0.13 0.13 0.02 0.08 0.08 Sat Flow, veh/h 1781 3420 192 1781 3452 166 1781 231 1389 1781 79 1518 Grp Volume(v), veh/h 117 499 516 23 429 444 80 0 49 20 0 61Grp Sat Flow(s),veh/h/ln 1781 1777 1836 1781 1777 1841 1781 0 1620 1781 0 1597Q Serve(g_s), s 3.3 11.0 11.0 0.6 10.3 10.3 2.2 0.0 1.4 0.6 0.0 1.8Cycle Q Clear(g_c), s 3.3 11.0 11.0 0.6 10.3 10.3 2.2 0.0 1.4 0.6 0.0 1.8Prop In Lane 1.00 0.10 1.00 0.09 1.00 0.86 1.00 0.95Lane Grp Cap(c), veh/h 153 788 814 39 643 666 119 0 203 43 0 132V/C Ratio(X) 0.77 0.63 0.63 0.59 0.67 0.67 0.67 0.00 0.24 0.46 0.00 0.46Avail Cap(c_a), veh/h 404 1379 1425 211 1154 1196 299 0 950 193 0 855HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 22.7 10.9 10.9 24.5 13.6 13.6 23.1 0.0 20.0 24.4 0.0 22.1Incr Delay (d2), s/veh 7.8 1.0 1.0 5.2 1.4 1.4 6.5 0.0 0.2 7.6 0.0 2.5Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.5 3.2 3.3 0.3 3.3 3.4 1.1 0.0 0.5 0.3 0.0 0.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 30.4 11.9 11.9 29.8 15.0 15.0 29.6 0.0 20.2 31.9 0.0 24.6LnGrp LOS C B B C B B C A C C A C Approach Vol, veh/h 1132 896 129 81Approach Delay, s/veh 13.8 15.4 26.0 26.4Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 4.7 29.0 7.9 9.1 8.8 24.8 5.7 11.2Change Period (Y+Rc), s 3.6 6.5 4.5 * 4.9 4.5 6.5 4.5 4.9Max Green Setting (Gmax), s 6.0 39.3 8.5 * 27 11.5 32.9 5.5 29.7Max Q Clear Time (g_c+I1), s 2.6 13.0 4.2 3.8 5.3 12.3 2.6 3.4Green Ext Time (p_c), s 0.0 8.0 0.1 0.3 0.1 6.0 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 15.6HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 10: Espola Rd & Cloudcroft Dr HCM 6th TWSC 01/15/2020 2035+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_PM.syn Intersection Int Delay, s/veh 0.8 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 48 965 841 25 17 30Future Vol, veh/h 48 965 841 25 17 30Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 94 94 94 94 94 94Heavy Vehicles, % 2 22222Mvmt Flow 51 1027 895 27 18 32 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 922 0 - 0 2038 461 Stage 1 - - - - 909 - Stage 2 - - - - 1129 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 739 - - - 55 548 Stage 1 - - - - 354 - Stage 2 - - - - 308 -Platoon blocked, % - - -Mov Cap-1 Maneuver 739 - - - 51 548Mov Cap-2 Maneuver - - - - 155 - Stage 1 - - - - 330 - Stage 2 - - - - 308 - Approach EB WB SB HCM Control Delay, s 0.5 0 20.2HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 739 - - - 286HCM Lane V/C Ratio 0.069 - - - 0.175HCM Control Delay (s) 10.2 - - - 20.2HCM Lane LOS B - - - CHCM 95th %tile Q(veh) 0.2 - - - 0.6 11: Old Coach Rd & Espola Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 66 851 113 0 750 17 53 0 0 18 4 80 Future Volume (veh/h) 66 851 113 0 750 17 53 0 0 18 4 80 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 73 946 126 0 833 19 59 0 0 20 4 89 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 97 1769 236 4 1463 33 84 206 0 35 6 126 Arrive On Green 0.05 0.56 0.56 0.00 0.41 0.41 0.05 0.00 0.00 0.02 0.08 0.08 Sat Flow, veh/h 1781 3152 420 1781 3552 81 1781 1870 0 1781 69 1527 Grp Volume(v), veh/h 73 533 539 0 417 435 59 0 0 20 0 93Grp Sat Flow(s),veh/h/ln 1781 1777 1795 1781 1777 1856 1781 1870 0 1781 0 1596Q Serve(g_s), s 1.7 7.9 7.9 0.0 7.6 7.6 1.4 0.0 0.0 0.5 0.0 2.4Cycle Q Clear(g_c), s 1.7 7.9 7.9 0.0 7.6 7.6 1.4 0.0 0.0 0.5 0.0 2.4Prop In Lane 1.00 0.23 1.00 0.04 1.00 0.00 1.00 0.96Lane Grp Cap(c), veh/h 97 997 1008 4 732 764 84 206 0 35 0 132V/C Ratio(X) 0.75 0.53 0.53 0.00 0.57 0.57 0.70 0.00 0.00 0.57 0.00 0.71Avail Cap(c_a), veh/h 507 1582 1598 233 1308 1366 254 1066 0 254 0 909HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00Uniform Delay (d), s/veh 19.6 5.8 5.8 0.0 9.5 9.5 19.8 0.0 0.0 20.5 0.0 18.8Incr Delay (d2), s/veh 4.3 0.6 0.6 0.0 1.0 1.0 3.9 0.0 0.0 5.2 0.0 5.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.7 1.9 1.9 0.0 2.4 2.5 0.6 0.0 0.0 0.2 0.0 1.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 24.0 6.4 6.4 0.0 10.5 10.5 23.6 0.0 0.0 25.7 0.0 23.9LnGrp LOS C AAABBCAACAC Approach Vol, veh/h 1145 852 59 113Approach Delay, s/veh 7.5 10.5 23.6 24.2Approach LOS A B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 0.0 28.6 6.0 7.5 6.3 22.3 4.8 8.6Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 4.0 5.0 4.0 4.0Max Green Setting (Gmax), s 5.5 37.5 6.0 24.0 12.0 31.0 6.0 24.0Max Q Clear Time (g_c+I1), s 0.0 9.9 3.4 4.4 3.7 9.6 2.5 0.0Green Ext Time (p_c), s 0.0 11.7 0.0 0.4 0.0 7.8 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 10.0HCM 6th LOS B 12: Espola Rd & Lake Poway Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 38 3 12 59 6 48 21 653 14 8 768 31 Future Volume (veh/h) 38 3 12 59 6 48 21 653 14 8 768 31 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 40 3 12 61 6 50 22 680 15 8 800 32 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 77 14 57 112 11 109 149 1254 28 149 1229 49 Arrive On Green 0.04 0.04 0.04 0.07 0.07 0.07 0.08 0.35 0.35 0.08 0.35 0.35 Sat Flow, veh/h 1781 327 1308 1629 160 1585 1781 3555 78 1781 3483 139 Grp Volume(v), veh/h 40 0 15 67 0 50 22 340 355 8 408 424Grp Sat Flow(s),veh/h/ln1781 0 1635 1789 0 1585 1781 1777 1856 1781 1777 1845Q Serve(g_s), s 1.1 0.0 0.4 1.7 0.0 1.5 0.5 7.3 7.3 0.2 9.2 9.2Cycle Q Clear(g_c), s 1.1 0.0 0.4 1.7 0.0 1.5 0.5 7.3 7.3 0.2 9.2 9.2Prop In Lane 1.00 0.80 0.91 1.00 1.00 0.04 1.00 0.08Lane Grp Cap(c), veh/h 77 0 71 123 0 109 149 627 655 149 627 651V/C Ratio(X) 0.52 0.00 0.21 0.54 0.00 0.46 0.15 0.54 0.54 0.05 0.65 0.65Avail Cap(c_a), veh/h 1009 0 926 975 0 864 674 1010 1055 670 1006 1045HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh22.4 0.0 22.1 21.6 0.0 21.4 20.4 12.4 12.4 20.2 13.0 13.0Incr Delay (d2), s/veh 2.0 0.0 0.5 3.7 0.0 3.0 0.2 0.9 0.8 0.1 1.4 1.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.4 0.0 0.2 0.8 0.0 0.6 0.2 2.6 2.7 0.1 3.3 3.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 24.4 0.0 22.7 25.2 0.0 24.4 20.5 13.3 13.2 20.2 14.4 14.3LnGrp LOS C A C C A C C B B C B B Approach Vol, veh/h 55 117 717 840Approach Delay, s/veh 23.9 24.9 13.5 14.4Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s8.5 23.8 7.4 8.5 23.8 8.2Change Period (Y+Rc), s 4.5 6.9 * 5.3 4.5 6.9 4.9Max Green Setting (Gmax), s18.0 27.2 * 27 18.1 27.1 26.1Max Q Clear Time (g_c+I1), s2.2 9.3 3.1 2.5 11.2 3.7Green Ext Time (p_c), s 0.0 4.9 0.1 0.0 5.7 0.4 Intersection Summary HCM 6th Ctrl Delay 15.0HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 13: Espola Rd & Titan Wy/Eden Grove HCM 6th Signalized Intersection Summary 01/15/2020 2035+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 44 2 102 10 4 6 121 702 12 10 848 81 Future Volume (veh/h) 44 2 102 10 4 6 121 702 12 10 848 81 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 49 2 115 11 4 7 136 789 13 11 953 91 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 69 3 171 20 50 87 235 1775 29 20 1561 696 Arrive On Green 0.04 0.11 0.11 0.01 0.08 0.08 0.07 0.50 0.50 0.01 0.44 0.44 Sat Flow, veh/h 1781 27 1562 1781 610 1068 3456 3578 59 1781 3554 1585 Grp Volume(v), veh/h 49 0 117 11 0 11 136 392 410 11 953 91Grp Sat Flow(s),veh/h/ln1781 0 1589 1781 0 1678 1728 1777 1860 1781 1777 1585Q Serve(g_s), s 1.4 0.0 3.7 0.3 0.0 0.3 2.0 7.4 7.4 0.3 10.7 1.8Cycle Q Clear(g_c), s 1.4 0.0 3.7 0.3 0.0 0.3 2.0 7.4 7.4 0.3 10.7 1.8Prop In Lane 1.00 0.98 1.00 0.64 1.00 0.03 1.00 1.00Lane Grp Cap(c), veh/h 69 0 173 20 0 137 235 881 922 20 1561 696V/C Ratio(X) 0.71 0.00 0.67 0.55 0.00 0.08 0.58 0.44 0.44 0.55 0.61 0.13Avail Cap(c_a), veh/h 291 0 1174 222 0 1175 763 1684 1763 222 3007 1341HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh24.7 0.0 22.3 25.6 0.0 22.1 23.6 8.5 8.5 25.6 11.2 8.7Incr Delay (d2), s/veh 4.8 0.0 1.7 8.3 0.0 0.1 0.8 0.4 0.4 8.3 0.5 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.6 0.0 1.3 0.2 0.0 0.1 0.8 2.3 2.4 0.2 3.5 0.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 29.6 0.0 24.0 33.9 0.0 22.2 24.4 8.9 8.9 33.9 11.7 8.8LnGrp LOS C A C C A C C A A C B A Approach Vol, veh/h 166 22 938 1055Approach Delay, s/veh 25.7 28.1 11.2 11.6Approach LOS C C B B Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.1 32.8 4.1 10.2 8.0 29.8 5.5 8.7Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s6.5 * 49 6.5 38.5 11.5 44.1 8.5 36.5Max Q Clear Time (g_c+I1), s2.3 9.4 2.3 5.7 4.0 12.7 3.4 2.3Green Ext Time (p_c), s 0.0 7.3 0.0 0.5 0.1 10.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 12.7HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 14: Espola Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 567 51 751 11 33 8 397 450 13 17 528 532 Future Volume (veh/h) 567 51 751 11 33 8 397 450 13 17 528 532 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 597 54 791 12 35 8 418 474 14 18 556 560 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 642 718 824 14 303 69 471 828 701 25 612 813 Arrive On Green 0.19 0.38 0.38 0.01 0.21 0.21 0.14 0.44 0.44 0.01 0.33 0.33 Sat Flow, veh/h 3456 1870 1585 1781 1473 337 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 597 54 791 12 0 43 418 474 14 18 556 560Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1810 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 24.8 2.7 56.0 1.0 0.0 2.8 17.3 27.6 0.7 1.5 41.5 38.8Cycle Q Clear(g_c), s 24.8 2.7 56.0 1.0 0.0 2.8 17.3 27.6 0.7 1.5 41.5 38.8Prop In Lane 1.00 1.00 1.00 0.19 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 642 718 824 14 0 373 471 828 701 25 612 813V/C Ratio(X) 0.93 0.08 0.96 0.85 0.00 0.12 0.89 0.57 0.02 0.71 0.91 0.69Avail Cap(c_a), veh/h 675 718 824 65 0 407 618 932 790 72 660 854HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh58.4 28.5 33.5 72.3 0.0 47.1 61.9 30.4 22.9 71.6 47.0 26.7Incr Delay (d2), s/veh 18.4 0.1 22.0 37.4 0.0 0.2 10.2 0.3 0.0 12.8 16.1 2.4Initial 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/ln12.5 1.2 31.2 0.6 0.0 1.3 8.3 12.6 0.3 0.8 22.0 15.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 76.9 28.6 55.5 109.7 0.0 47.3 72.1 30.6 22.9 84.4 63.0 29.1LnGrp LOS E C E F A D E C C F E C Approach Vol, veh/h 1442 55 906 1134Approach Delay, s/veh 63.4 60.9 49.7 46.6Approach LOS E E D D Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.7 62.6 23.4 54.2 31.6 36.7 6.6 71.0Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.3 56.0 26.1 51.5 28.5 32.8 5.9 * 73Max Q Clear Time (g_c+I1), s3.0 58.0 19.3 43.5 26.8 4.8 3.5 29.6Green Ext Time (p_c), s 0.0 0.0 0.5 4.2 0.3 0.2 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 54.4HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 15: Pomerado Rd & Rios Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 12 15 14 47 14 16 28 1625 92 27 766 35 Future Volume (veh/h) 12 15 14 47 14 16 28 1625 92 27 766 35 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 13 16 15 50 15 17 30 1729 98 29 815 37 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 277 122 114 278 110 125 46 2038 115 45 2061 94 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.03 0.60 0.60 0.03 0.60 0.60 Sat Flow, veh/h 1377 888 833 1378 800 907 1781 3420 192 1781 3462 157 Grp Volume(v), veh/h 13 0 31 50 0 32 30 892 935 29 418 434Grp Sat Flow(s),veh/h/ln1377 0 1721 1378 0 1707 1781 1777 1836 1781 1777 1842Q Serve(g_s), s 0.5 0.0 1.0 2.2 0.0 1.1 1.1 26.6 27.4 1.1 8.1 8.2Cycle Q Clear(g_c), s 1.6 0.0 1.0 3.2 0.0 1.1 1.1 26.6 27.4 1.1 8.1 8.2Prop In Lane 1.00 0.48 1.00 0.53 1.00 0.10 1.00 0.09Lane Grp Cap(c), veh/h 277 0 236 278 0 235 46 1059 1094 45 1058 1097V/C Ratio(X) 0.05 0.00 0.13 0.18 0.00 0.14 0.66 0.84 0.85 0.65 0.40 0.40Avail Cap(c_a), veh/h 685 0 747 702 0 760 158 1098 1134 147 1106 1146HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh25.5 0.0 24.8 26.2 0.0 24.8 31.6 10.7 10.9 31.6 7.0 7.0Incr Delay (d2), s/veh 0.0 0.0 0.1 0.1 0.0 0.1 5.8 6.1 6.6 5.8 0.4 0.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.2 0.0 0.4 0.7 0.0 0.4 0.5 9.8 10.5 0.5 2.6 2.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 25.5 0.0 24.9 26.3 0.0 24.9 37.4 16.9 17.5 37.4 7.5 7.4LnGrp LOS C A C C A C D B B D A A Approach Vol, veh/h 44 82 1857 881Approach Delay, s/veh 25.1 25.7 17.5 8.4Approach LOS C C B A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.0 44.8 14.6 6.1 44.7 14.6Change Period (Y+Rc), s 4.4 5.8 5.6 4.4 * 5.8 * 5.6Max Green Setting (Gmax), s5.4 40.4 28.4 5.8 * 41 * 29Max Q Clear Time (g_c+I1), s3.1 29.4 3.6 3.1 10.2 5.2Green Ext Time (p_c), s 0.0 9.5 0.1 0.0 11.0 0.1 Intersection Summary HCM 6th Ctrl Delay 15.1HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 16: Pomerado Rd & Higa Pl/Avenida La Valencia HCM 6th Signalized Intersection Summary 01/15/2020 2035+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 12 9 9 53 9 31 13 1848 111 43 784 8 Future Volume (veh/h) 12 9 9 53 9 31 13 1848 111 43 784 8 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 13 10 10 56 10 33 14 1966 118 46 834 9 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 249 87 87 244 190 161 25 2093 124 63 2289 25 Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 0.01 0.61 0.61 0.04 0.64 0.64 Sat Flow, veh/h 1364 858 858 1392 1870 1585 1781 3408 202 1781 3601 39 Grp Volume(v), veh/h 13 0 20 56 10 33 14 1015 1069 46 411 432Grp Sat Flow(s),veh/h/ln1364 0 1716 1392 1870 1585 1781 1777 1834 1781 1777 1863Q Serve(g_s), s 0.5 0.0 0.7 2.3 0.3 1.2 0.5 31.7 33.2 1.6 6.8 6.8Cycle Q Clear(g_c), s 0.8 0.0 0.7 3.0 0.3 1.2 0.5 31.7 33.2 1.6 6.8 6.8Prop In Lane 1.00 0.50 1.00 1.00 1.00 0.11 1.00 0.02Lane Grp Cap(c), veh/h 249 0 175 244 190 161 25 1091 1126 63 1130 1185V/C Ratio(X) 0.05 0.00 0.11 0.23 0.05 0.20 0.57 0.93 0.95 0.73 0.36 0.36Avail Cap(c_a), veh/h 799 0 867 806 945 801 156 1094 1129 165 1130 1185HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh25.3 0.0 25.1 26.5 25.0 25.4 30.2 10.7 11.0 29.4 5.3 5.3Incr Delay (d2), s/veh 0.0 0.0 0.1 0.2 0.0 0.2 7.4 13.7 16.1 5.9 0.3 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.2 0.0 0.3 0.8 0.1 0.4 0.2 13.0 14.6 0.7 1.9 2.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 25.4 0.0 25.2 26.7 25.0 25.6 37.6 24.4 27.1 35.3 5.6 5.6LnGrp LOS C A CCCCDCCDAA Approach Vol, veh/h 33 99 2098 889Approach Delay, s/veh 25.3 26.1 25.9 7.1Approach LOS C C C A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.6 43.8 11.2 5.3 45.1 11.2Change Period (Y+Rc), s 4.4 6.0 4.9 4.4 * 6 4.9Max Green Setting (Gmax), s5.7 37.9 31.1 5.4 * 39 31.1Max Q Clear Time (g_c+I1), s3.6 35.2 2.8 2.5 8.8 5.0Green Ext Time (p_c), s 0.0 2.6 0.1 0.0 7.9 0.1 Intersection Summary HCM 6th Ctrl Delay 20.5HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 17: Pomerado Rd & Stone Canyon Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 76 26 15 127 3 30 21 1905 216 26 853 31 Future Volume (veh/h) 76 26 15 127 3 30 21 1905 216 26 853 31 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 83 28 16 138 3 33 23 2071 235 28 927 34 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 65 13 506 73 1 506 34 1613 180 39 1759 65 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.02 0.50 0.50 0.02 0.50 0.50 Sat Flow, veh/h 0 41 1585 0 3 1585 1781 3224 359 1781 3496 128 Grp Volume(v), veh/h 111 0 16 141 0 33 23 1123 1183 28 471 490Grp Sat Flow(s),veh/h/ln 41 0 1585 3 0 1585 1781 1777 1806 1781 1777 1847Q Serve(g_s), s 0.0 0.0 0.7 0.0 0.0 1.4 1.2 48.6 48.6 1.5 17.4 17.4Cycle Q Clear(g_c), s 31.0 0.0 0.7 31.0 0.0 1.4 1.2 48.6 48.6 1.5 17.4 17.4Prop In Lane 0.75 1.00 0.98 1.00 1.00 0.20 1.00 0.07Lane Grp Cap(c), veh/h 78 0 506 74 0 506 34 889 904 39 894 930V/C Ratio(X) 1.43 0.00 0.03 1.90 0.00 0.07 0.68 1.26 1.31 0.72 0.53 0.53Avail Cap(c_a), veh/h 78 0 506 74 0 506 103 889 904 94 894 930HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh43.4 0.0 22.7 48.2 0.0 23.0 47.3 24.3 24.3 47.2 16.3 16.3Incr Delay (d2), s/veh 251.3 0.0 0.0 451.3 0.0 0.0 8.5 127.6 146.9 8.9 0.7 0.6Initial 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/ln7.3 0.0 0.3 11.1 0.0 0.5 0.6 50.4 56.0 0.8 6.9 7.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 294.8 0.0 22.7 499.5 0.0 23.0 55.8 151.9 171.2 56.1 17.0 17.0LnGrp LOS F A C F A C E F F E B B Approach Vol, veh/h 127 174 2329 989Approach Delay, s/veh 260.5 409.1 160.7 18.1Approach LOS F F F B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.5 54.6 36.0 6.2 54.9 36.0Change Period (Y+Rc), s 4.4 6.0 5.0 4.4 * 6 * 5Max Green Setting (Gmax), s5.1 48.6 30.9 5.6 * 48 * 31Max Q Clear Time (g_c+I1), s3.5 50.6 33.0 3.2 19.4 33.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 8.7 0.0 Intersection Summary HCM 6th Ctrl Delay 137.2HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy HCM 6th Signalized Intersection Summary 01/15/2020 2035+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 502 0 174 4 2 15 249 1578 0 8 743 238 Future Volume (veh/h) 502 0 174 4 2 15 249 1578 0 8 743 238 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 598 0 125 4 2 16 268 1697 0 9 799 256 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 690 0 307 5 2 18 302 2038 0 16 1093 350 Arrive On Green 0.19 0.00 0.19 0.02 0.02 0.02 0.17 0.57 0.00 0.01 0.41 0.41 Sat Flow, veh/h 3563 0 1585 298 149 1193 1781 3647 0 1781 2647 848 Grp Volume(v), veh/h 598 0 125 22 0 0 268 1697 0 9 536 519Grp Sat Flow(s),veh/h/ln1781 0 1585 1641 0 0 1781 1777 0 1781 1777 1718Q Serve(g_s), s 16.5 0.0 7.0 1.4 0.0 0.0 14.9 39.5 0.0 0.5 25.7 25.7Cycle Q Clear(g_c), s 16.5 0.0 7.0 1.4 0.0 0.0 14.9 39.5 0.0 0.5 25.7 25.7Prop In Lane 1.00 1.00 0.18 0.73 1.00 0.00 1.00 0.49Lane Grp Cap(c), veh/h 690 0 307 25 0 0 302 2038 0 16 734 709V/C Ratio(X) 0.87 0.00 0.41 0.87 0.00 0.00 0.89 0.83 0.00 0.57 0.73 0.73Avail Cap(c_a), veh/h 978 0 435 97 0 0 461 2106 0 90 734 709HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh39.5 0.0 35.7 49.7 0.0 0.0 41.1 17.6 0.0 50.0 25.0 25.0Incr Delay (d2), s/veh 4.5 0.0 0.3 54.8 0.0 0.0 9.2 3.4 0.0 11.6 4.8 5.0Initial 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/ln7.5 0.0 2.7 0.9 0.0 0.0 7.2 15.8 0.0 0.3 11.5 11.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 44.0 0.0 36.0 104.6 0.0 0.0 50.3 21.1 0.0 61.5 29.8 30.0LnGrp LOS D A D F A A D C A E C C Approach Vol, veh/h 723 22 1965 1064Approach Delay, s/veh 42.6 104.6 25.0 30.2Approach LOS D F C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.3 64.2 26.2 21.6 47.9 5.6Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s5.1 60.0 27.8 26.2 * 39 6.0Max Q Clear Time (g_c+I1), s2.5 41.5 18.5 16.9 27.7 3.4Green Ext Time (p_c), s 0.0 16.6 1.2 0.3 8.2 0.0 Intersection Summary HCM 6th Ctrl Delay 30.3HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 19: Pomerado Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 2035+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_PM.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 316 1556 569 23 1170 501 598 1102 26 425 871 394 Future Volume (veh/h) 316 1556 569 23 1170 501 598 1102 26 425 871 394 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 333 1638 599 24 1232 527 629 1160 27 447 917 0 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 339 1636 579 30 1274 568 596 1054 25 408 862 Arrive On Green 0.10 0.44 0.44 0.02 0.36 0.36 0.17 0.30 0.30 0.12 0.24 0.00 Sat Flow, veh/h 3456 3721 1316 1781 3554 1585 3456 3550 83 3456 3554 1585 Grp Volume(v), veh/h 333 1494 743 24 1232 527 629 581 606 447 917 0Grp Sat Flow(s),veh/h/ln1728 1702 1633 1781 1777 1585 1728 1777 1855 1728 1777 1585Q Serve(g_s), s 13.5 61.3 61.5 1.9 47.6 44.7 24.1 41.5 41.5 16.5 33.9 0.0Cycle Q Clear(g_c), s 13.5 61.3 61.5 1.9 47.6 44.7 24.1 41.5 41.5 16.5 33.9 0.0Prop In Lane 1.00 0.81 1.00 1.00 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 339 1497 718 30 1274 568 596 527 551 408 862V/C Ratio(X) 0.98 1.00 1.04 0.80 0.97 0.93 1.06 1.10 1.10 1.10 1.06Avail Cap(c_a), veh/h 339 1497 718 64 1278 570 596 527 551 408 862HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh63.0 39.1 39.2 68.5 44.0 43.1 57.9 49.2 49.2 61.7 53.0 0.0Incr Delay (d2), s/veh 44.2 22.7 43.0 16.4 17.7 21.1 52.6 69.7 69.0 73.1 49.3 0.0Initial 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 29.8 32.8 1.0 23.9 20.7 14.9 28.5 29.7 11.4 21.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 107.2 61.8 82.2 84.9 61.7 64.2 110.4 118.8 118.2 134.8 102.2 0.0LnGrp LOS F E F F E E FFFFF Approach Vol, veh/h 2570 1783 1816 1364 AApproach Delay, s/veh 73.6 62.8 115.7 112.9Approach LOS E E F F Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s6.9 66.0 28.6 38.4 18.2 54.6 21.0 46.0Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.0 59.0 24.1 33.9 13.7 50.3 16.5 41.5Max Q Clear Time (g_c+I1), s3.9 63.5 26.1 35.9 15.5 49.6 18.5 43.5Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 88.3HCM 6th LOS F Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 20: Del Norte/Avenida Florencia & Avenida La Valencia HCM 6th AWSC 01/15/2020 2035+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_PM.syn Intersection Intersection Delay, s/veh 7.7Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 29 108 12 3 32 5 7 17 4 5 7 27Future Vol, veh/h 29 108 12 3 32 5 7 17 4 5 7 27Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94Heavy Vehicles, % 2 22222222222Mvmt Flow 31 115 13 3 34 5 7 18 4 5 7 29Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 8 7.4 7.5 7.2HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 25% 19% 7% 13%Vol Thru, % 61% 72% 80% 18%Vol Right, % 14% 8% 12% 69%Sign Control Stop Stop Stop StopTraffic Vol by Lane 28 149 40 39LT Vol 7 29 3 5Through Vol 17 108 32 7RT Vol 4 12 5 27Lane Flow Rate 30 159 43 41Geometry Grp 1111Degree of Util (X) 0.036 0.18 0.049 0.046Departure Headway (Hd) 4.383 4.08 4.118 4.018Convergence, Y/N Yes Yes Yes YesCap 822 875 860 896Service Time 2.384 2.127 2.19 2.019HCM Lane V/C Ratio 0.036 0.182 0.05 0.046HCM Control Delay 7.5 8 7.4 7.2HCM Lane LOS AAAAHCM 95th-tile Q 0.1 0.7 0.2 0.1 21: Stone Canyon Rd & Del Norte HCM 6th AWSC 01/15/2020 2035+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_PM.syn Intersection Intersection Delay, s/veh 8.8Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 31 215 0 0 130 40005025Future Vol, veh/h 31 215 0 0 130 40005025Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Heavy Vehicles, % 2 22222222222Mvmt Flow 36 247 0 0 149 50006029Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NBOpposing Lanes 1 1 1 1Conflicting Approach Left SB NB EB WBConflicting Lanes Left 1 1 1 1Conflicting Approach RightNB SB WB EBConflicting Lanes Right 1 1 1 1HCM Control Delay 9.2 8.2 0 7.6HCM LOS A A - A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 0% 13% 0% 17%Vol Thru, % 100% 87% 97% 0%Vol Right, % 0% 0% 3% 83%Sign Control Stop Stop Stop StopTraffic Vol by Lane 0 246 134 30LT Vol 0 31 0 5Through Vol 0 215 130 0RT Vol 0 0 4 25Lane Flow Rate 0 283 154 34Geometry Grp 1111Degree of Util (X) 0 0.325 0.179 0.042Departure Headway (Hd) 4.926 4.136 4.19 4.409Convergence, Y/N Yes Yes Yes YesCap 0 862 844 817Service Time 2.929 2.194 2.275 2.409HCM Lane V/C Ratio 0 0.328 0.182 0.042HCM Control Delay 7.9 9.2 8.2 7.6HCM Lane LOS N A A AHCM 95th-tile Q 0 1.4 0.6 0.1 22: Martincoit Rd & Stone Canyon Rd HCM 6th AWSC 01/15/2020 2035+P PM Synchro 10 ReportN:\3015\Analysis\Synchro\2035+P_PM.syn Intersection Intersection Delay, s/veh 7.9Intersection LOS A Movement EBL EBR NBL NBT SBT SBR Lane ConfigurationsTraffic Vol, veh/h 103 47 42 27 39 61Future Vol, veh/h 103 47 42 27 39 61Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Heavy Vehicles, % 2 22222Mvmt Flow 108 49 44 28 41 64Number of Lanes 1 00110 Approach EB NB SB Opposing Approach SB NBOpposing Lanes 0 1 1Conflicting Approach Left SB EB Conflicting Lanes Left 1 1 0Conflicting Approach RightNB EBConflicting Lanes Right 1 0 1HCM Control Delay 8.2 8 7.5HCM LOS A A A Lane NBLn1EBLn1SBLn1 Vol Left, % 61% 69% 0%Vol Thru, % 39% 0% 39%Vol Right, % 0% 31% 61%Sign Control Stop Stop StopTraffic Vol by Lane 69 150 100LT Vol 42 103 0Through Vol 27 0 39RT Vol 0 47 61Lane Flow Rate 73 158 105Geometry Grp 1 1 1Degree of Util (X) 0.091 0.184 0.117Departure Headway (Hd) 4.523 4.19 4.011Convergence, Y/N Yes Yes YesCap 797 843 899Service Time 2.526 2.282 2.012HCM Lane V/C Ratio 0.092 0.187 0.117HCM Control Delay 8 8.2 7.5HCM Lane LOS A A AHCM 95th-tile Q 0.3 0.7 0.4 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\3rd Submittal\Appendices.3015.doc APPENDIX K PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS– SCHOOL ZONE ANALYSIS (MID-DAY) – EXISTING MID-DAY 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX MD Synchro 10 ReportN:\3015\Analysis\Synchro\EX_MD.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 862 20 50 938 18 38 Future Volume (veh/h) 862 20 50 938 18 38 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 917 21 53 998 19 38 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 1.00 Percent Heavy Veh, % 2 22222 Cap, veh/h 1709 39 82 2339 87 77 Arrive On Green 0.48 0.48 0.05 0.66 0.05 0.05 Sat Flow, veh/h 3645 81 1781 3647 1781 1585 Grp Volume(v), veh/h 459 479 53 998 19 38Grp Sat Flow(s),veh/h/ln1777 1856 1781 1777 1781 1585Q Serve(g_s), s 6.2 6.2 1.0 4.6 0.4 0.8Cycle Q Clear(g_c), s 6.2 6.2 1.0 4.6 0.4 0.8Prop In Lane 0.04 1.00 1.00 1.00Lane Grp Cap(c), veh/h 855 893 82 2339 87 77V/C Ratio(X) 0.54 0.54 0.64 0.43 0.22 0.49Avail Cap(c_a), veh/h 2707 2827 336 6548 1365 1214HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 6.2 6.2 16.2 2.8 15.8 16.0Incr Delay (d2), s/veh 0.6 0.6 3.1 0.1 0.5 1.8Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.2 1.2 0.4 0.0 0.1 0.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 6.9 6.9 19.3 2.9 16.2 17.8LnGrp LOS A ABABB Approach Vol, veh/h 938 1051 57Approach Delay, s/veh 6.9 3.8 17.2Approach LOS A A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s6.1 22.1 28.2 6.3Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s6.5 52.5 63.5 26.4Max Q Clear Time (g_c+I1), s3.0 8.2 6.6 2.8Green Ext Time (p_c), s 0.0 8.4 10.6 0.1 Intersection Summary HCM 6th Ctrl Delay 5.6HCM 6th LOS A 6: Avenida Florencia & Espola Rd HCM 6th TWSC 01/15/2020 EX MD Synchro 10 ReportN:\3015\Analysis\Synchro\EX_MD.syn Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 868 14 36 940 8 61Future Vol, veh/h 868 14 36 940 8 61Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 22222Mvmt Flow 914 15 38 989 8 64 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 929 0 1485 457 Stage 1 - - - - 914 - Stage 2 - - - - 571 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 732 - 115 551 Stage 1 - - - - 351 - Stage 2 - - - - 529 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 732 - 109 551Mov Cap-2 Maneuver - - - - 228 - Stage 1 - - - - 333 - Stage 2 - - - - 529 - Approach EB WB NB HCM Control Delay, s 0 0.4 14HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 473 - - 732 -HCM Lane V/C Ratio 0.154 - - 0.052 -HCM Control Delay (s) 14 - - 10.2 -HCM Lane LOS B - - B -HCM 95th %tile Q(veh) 0.5 - - 0.2 - 7: Valle Verde Rd & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX MD Synchro 10 ReportN:\3015\Analysis\Synchro\EX_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 327 591 16 18 642 68 18 14 14 69 13 325 Future Volume (veh/h) 327 591 16 18 642 68 18 14 14 69 13 325 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 344 622 17 19 676 72 19 15 15 73 14 342 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 391 1703 47 47 935 99 25 19 19 350 368 660 Arrive On Green 0.22 0.48 0.48 0.03 0.29 0.29 0.04 0.04 0.04 0.20 0.20 0.20 Sat Flow, veh/h 1781 3533 97 1781 3240 345 675 533 533 1781 1870 1585 Grp Volume(v), veh/h 344 313 326 19 370 378 49 0 0 73 14 342Grp Sat Flow(s),veh/h/ln 1781 1777 1853 1781 1777 1808 1741 0 0 1781 1870 1585Q Serve(g_s), s 14.1 8.3 8.3 0.8 14.1 14.1 2.1 0.0 0.0 2.6 0.5 12.1Cycle Q Clear(g_c), s 14.1 8.3 8.3 0.8 14.1 14.1 2.1 0.0 0.0 2.6 0.5 12.1Prop In Lane 1.00 0.05 1.00 0.19 0.39 0.31 1.00 1.00Lane Grp Cap(c), veh/h 391 856 893 47 513 522 64 0 0 350 368 660V/C Ratio(X) 0.88 0.37 0.37 0.41 0.72 0.72 0.77 0.00 0.00 0.21 0.04 0.52Avail Cap(c_a), veh/h 766 1453 1515 163 851 867 508 0 0 709 745 979HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 28.4 12.3 12.3 36.1 24.1 24.1 36.0 0.0 0.0 25.3 24.5 16.4Incr Delay (d2), s/veh 2.6 0.3 0.3 2.1 2.3 2.3 20.8 0.0 0.0 0.1 0.0 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 6.0 3.1 3.2 0.4 5.9 6.1 1.2 0.0 0.0 1.1 0.2 4.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 31.0 12.6 12.6 38.2 26.4 26.4 56.7 0.0 0.0 25.5 24.5 16.6LnGrp LOS C B B D C C E A A C C B Approach Vol, veh/h 983 767 49 429Approach Delay, s/veh 19.0 26.7 56.7 18.4Approach LOS B C E B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.6 42.8 20.1 20.1 28.2 6.8Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 61.6 * 30 32.4 36.1 22.0Max Q Clear Time (g_c+I1), s 2.8 10.3 14.1 16.1 16.1 4.1Green Ext Time (p_c), s 0.0 5.6 0.7 0.5 5.6 0.2 Intersection Summary HCM 6th Ctrl Delay 22.4HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8: Valle Verde Rd & St Andrews Dr HCM 6th TWSC 01/15/2020 EX MD Synchro 10 ReportN:\3015\Analysis\Synchro\EX_MD.syn Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 6 1 15 51 0 5 21 304 78 3 341 3Future Vol, veh/h 6 1 15 51 0 5 21 304 78 3 341 3Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91Heavy Vehicles, % 2 22222222222Mvmt Flow 7 1 16 56 0 5 23 334 86 3 375 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 807 847 375 771 764 334 378 0 0 420 0 0 Stage 1 381 381 - 380 380 ------- Stage 2 426 466 - 391 384 -------Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -Pot Cap-1 Maneuver 300 299 671 317 334 708 1180 - - 1139 - - Stage 1 641 613 - 642 614 ------- Stage 2 606 562 - 633 611 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 293 292 671 303 327 708 1180 - - 1139 - -Mov Cap-2 Maneuver 293 292 - 303 327 ------- Stage 1 629 611 - 630 602 ------- Stage 2 590 551 - 615 609 ------- Approach EB WB NB SB HCM Control Delay, s 12.8 18.8 0.4 0.1HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1180 - - 293 671 303 708 1139 - -HCM Lane V/C Ratio 0.02 - - 0.026 0.025 0.185 0.008 0.003 - -HCM Control Delay (s) 8.1 - - 17.6 10.5 19.6 10.1 8.2 - -HCM Lane LOS A - - C B C B A - -HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 0.7 0 0 - - 9: Martincoit Rd & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX MD Synchro 10 ReportN:\3015\Analysis\Synchro\EX_MD.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 549 127 79 573 161 80 Future Volume (veh/h) 549 127 79 573 161 80 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 578 134 83 603 169 84 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 Cap, veh/h 1048 242 112 1879 274 343 Arrive On Green 0.37 0.37 0.06 0.53 0.15 0.15 Sat Flow, veh/h 2959 662 1781 3647 1781 1585 Grp Volume(v), veh/h 358 354 83 603 169 84Grp Sat Flow(s),veh/h/ln 1777 1751 1781 1777 1781 1585Q Serve(g_s), s 5.7 5.8 1.6 3.5 3.2 1.6Cycle Q Clear(g_c), s 5.7 5.8 1.6 3.5 3.2 1.6Prop In Lane 0.38 1.00 1.00 1.00Lane Grp Cap(c), veh/h 650 641 112 1879 274 343V/C Ratio(X) 0.55 0.55 0.74 0.32 0.62 0.24Avail Cap(c_a), veh/h 1905 1878 367 4899 1444 1384HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 9.0 9.1 16.5 4.8 14.2 11.6Incr Delay (d2), s/veh 0.9 0.9 3.6 0.1 0.8 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.4 1.4 0.6 0.4 1.1 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 9.9 10.0 20.2 4.9 15.1 11.8LnGrp LOS A A C A B B Approach Vol, veh/h 712 686 253Approach Delay, s/veh 9.9 6.8 14.0Approach LOS A A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 5.9 19.6 25.5 10.4Change Period (Y+Rc), s 3.6 6.5 6.5 4.9Max Green Setting (Gmax), s 7.4 38.5 49.5 29.1Max Q Clear Time (g_c+I1), s 3.6 7.8 5.5 5.2Green Ext Time (p_c), s 0.0 5.4 5.1 0.4 Intersection Summary HCM 6th Ctrl Delay 9.2HCM 6th LOS A 10: Espola Rd & Cloudcroft Dr HCM 6th TWSC 01/15/2020 EX MD Synchro 10 ReportN:\3015\Analysis\Synchro\EX_MD.syn Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 23 565 673 29 13 40Future Vol, veh/h 23 565 673 29 13 40Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 94 94 94 94 94 94Heavy Vehicles, % 2 22222Mvmt Flow 24 601 716 31 14 43 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 747 0 - 0 1381 374 Stage 1 - - - - 732 - Stage 2 - - - - 649 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 859 - - - 147 624 Stage 1 - - - - 438 - Stage 2 - - - - 519 -Platoon blocked, % - - -Mov Cap-1 Maneuver 859 - - - 143 624Mov Cap-2 Maneuver - - - - 274 - Stage 1 - - - - 426 - Stage 2 - - - - 519 - Approach EB WB SB HCM Control Delay, s 0.4 0 13.6HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 859 - - - 475HCM Lane V/C Ratio 0.028 - - - 0.119HCM Control Delay (s) 9.3 - - - 13.6HCM Lane LOS A - - - BHCM 95th %tile Q(veh) 0.1 - - - 0.4 11: Old Coach Rd & Espola Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX MD Synchro 10 ReportN:\3015\Analysis\Synchro\EX_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)000000000000 Future Volume (veh/h)000000000000 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 000000000000 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 9999 9999 0 9999 9999 0 9999 9999 0 9999 9999 0 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 1781 3647 0 1781 3647 0 1781 1870 0 1781 1870 0 Grp Volume(v), veh/h 000000000000Grp Sat Flow(s),veh/h/ln 1781 1777 0 1781 1777 0 1781 1870 0 1781 1870 0Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Prop In Lane 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00Lane Grp Cap(c), veh/h3400269004867835359232 03400269004867835359232 03400269004835702824960 03400269004835702824960 0V/C Ratio(X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Avail Cap(c_a), veh/h408032274022425438260822016 0187014787891221028960993280 020401613701128568677335040 020401613701128568677335040 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LnGrp LOS AAAAAAAAAAAA Approach Vol, veh/h 0000Approach Delay, s/veh 0.0 0.0 0.0 0.0Approach LOS Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Change Period (Y+Rc), s 4.0 5.0 4.0 4.0 4.0 5.0 4.0 4.0Max Green Setting (Gmax), s 5.5 37.5 6.0 24.0 12.0 31.0 6.0 24.0Max Q Clear Time (g_c+I1), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 0.0HCM 6th LOS A 13: Espola Rd & Titan Wy/Eden Grove HCM 6th Signalized Intersection Summary 01/15/2020 EX MD Synchro 10 ReportN:\3015\Analysis\Synchro\EX_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 75 3 265 10 0 9 96 400 8 7 516 46 Future Volume (veh/h) 75 3 265 10 0 9 96 400 8 7 516 46 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 84 3 298 11 0 10 108 449 9 8 580 52 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 107 4 383 20 0 310 216 1230 25 15 1035 462 Arrive On Green 0.06 0.24 0.24 0.01 0.00 0.20 0.06 0.35 0.35 0.01 0.29 0.29 Sat Flow, veh/h 1781 16 1572 1781 0 1585 3456 3563 71 1781 3554 1585 Grp Volume(v), veh/h 84 0 301 11 0 10 108 224 234 8 580 52Grp Sat Flow(s),veh/h/ln1781 0 1587 1781 0 1585 1728 1777 1858 1781 1777 1585Q Serve(g_s), s 2.3 0.0 8.8 0.3 0.0 0.3 1.5 4.7 4.7 0.2 6.9 1.2Cycle Q Clear(g_c), s 2.3 0.0 8.8 0.3 0.0 0.3 1.5 4.7 4.7 0.2 6.9 1.2Prop In Lane 1.00 0.99 1.00 1.00 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 107 0 387 20 0 310 216 614 641 15 1035 462V/C Ratio(X) 0.79 0.00 0.78 0.54 0.00 0.03 0.50 0.36 0.37 0.53 0.56 0.11Avail Cap(c_a), veh/h 305 0 1232 233 0 1166 801 1769 1849 233 3158 1409HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh23.0 0.0 17.5 24.4 0.0 16.2 22.5 12.2 12.2 24.5 14.9 12.9Incr Delay (d2), s/veh 4.7 0.0 1.3 8.2 0.0 0.0 0.7 0.4 0.4 10.5 0.6 0.1Initial 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 0.0 2.9 0.2 0.0 0.1 0.6 1.6 1.7 0.1 2.5 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 27.8 0.0 18.8 32.6 0.0 16.2 23.2 12.6 12.6 35.0 15.5 13.0LnGrp LOS C A B C A B C B B D B B Approach Vol, veh/h 385 21 566 640Approach Delay, s/veh 20.7 24.8 14.6 15.5Approach LOS C C B B Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s4.9 24.0 4.1 16.6 7.6 21.4 6.5 14.2Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s6.5 * 49 6.5 38.5 11.5 44.1 8.5 36.5Max Q Clear Time (g_c+I1), s2.2 6.7 2.3 10.8 3.5 8.9 4.3 2.3Green Ext Time (p_c), s 0.0 3.7 0.0 1.4 0.1 5.6 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 16.6HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 14: Espola Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX MD Synchro 10 ReportN:\3015\Analysis\Synchro\EX_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 375 35 475 6 37 18 298 180 7 19 331 486 Future Volume (veh/h) 375 35 475 6 37 18 298 180 7 19 331 486 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 395 37 500 6 39 19 314 189 7 20 348 512 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 483 592 684 8 215 105 398 757 642 31 597 727 Arrive On Green 0.14 0.32 0.32 0.00 0.18 0.18 0.12 0.40 0.40 0.02 0.32 0.32 Sat Flow, veh/h 3456 1870 1585 1781 1188 579 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 395 37 500 6 0 58 314 189 7 20 348 512Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1766 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 9.6 1.2 22.6 0.3 0.0 2.4 7.6 5.8 0.2 1.0 13.4 22.3Cycle Q Clear(g_c), s 9.6 1.2 22.6 0.3 0.0 2.4 7.6 5.8 0.2 1.0 13.4 22.3Prop In Lane 1.00 1.00 1.00 0.33 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 483 592 684 8 0 320 398 757 642 31 597 727V/C Ratio(X) 0.82 0.06 0.73 0.72 0.00 0.18 0.79 0.25 0.01 0.64 0.58 0.70Avail Cap(c_a), veh/h 714 1016 1043 103 0 697 586 929 787 110 706 819HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh36.0 20.5 20.3 42.8 0.0 29.8 37.1 17.0 15.3 42.0 24.5 18.6Incr Delay (d2), s/veh 2.9 0.1 1.8 35.4 0.0 0.3 2.4 0.1 0.0 7.7 1.1 2.6Initial 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 0.5 8.2 0.2 0.0 1.0 3.3 2.4 0.1 0.5 5.9 8.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 38.9 20.6 22.2 78.2 0.0 30.2 39.5 17.0 15.3 49.7 25.6 21.2LnGrp LOS D C C E A C D B B D C C Approach Vol, veh/h 932 64 510 880Approach Delay, s/veh 29.2 34.7 30.9 23.6Approach LOS CCCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s4.9 33.9 13.4 34.0 16.5 22.2 6.0 41.4Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.0 46.8 14.6 32.5 17.8 34.0 5.3 * 43Max Q Clear Time (g_c+I1), s2.3 24.6 9.6 24.3 11.6 4.4 3.0 7.8Green Ext Time (p_c), s 0.0 2.7 0.3 3.2 0.5 0.3 0.0 0.7 Intersection Summary HCM 6th Ctrl Delay 27.6HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy HCM 6th Signalized Intersection Summary 01/15/2020 EX MD Synchro 10 ReportN:\3015\Analysis\Synchro\EX_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 533 4 208 1 0 15 218 949 11 12 753 335 Future Volume (veh/h) 533 4 208 1 0 15 218 949 11 12 753 335 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 644 0 151 1 0 16 234 1020 12 13 810 360 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 747 0 332 1 0 17 271 1949 23 22 963 427 Arrive On Green 0.21 0.00 0.21 0.01 0.00 0.01 0.15 0.54 0.54 0.01 0.40 0.40 Sat Flow, veh/h 3563 0 1585 94 0 1502 1781 3597 42 1781 2395 1061 Grp Volume(v), veh/h 644 0 151 17 0 0 234 504 528 13 600 570Grp Sat Flow(s),veh/h/ln1781 0 1585 1595 0 0 1781 1777 1863 1781 1777 1679Q Serve(g_s), s 16.4 0.0 7.8 1.0 0.0 0.0 12.0 17.0 17.0 0.7 28.6 28.8Cycle Q Clear(g_c), s 16.4 0.0 7.8 1.0 0.0 0.0 12.0 17.0 17.0 0.7 28.6 28.8Prop In Lane 1.00 1.00 0.06 0.94 1.00 0.02 1.00 0.63Lane Grp Cap(c), veh/h 747 0 332 18 0 0 271 963 1009 22 714 675V/C Ratio(X) 0.86 0.00 0.45 0.93 0.00 0.00 0.86 0.52 0.52 0.60 0.84 0.84Avail Cap(c_a), veh/h 1056 0 470 102 0 0 494 1136 1191 97 748 707HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh35.8 0.0 32.4 46.3 0.0 0.0 38.8 13.7 13.7 46.1 25.3 25.4Incr Delay (d2), s/veh 4.0 0.0 0.4 79.8 0.0 0.0 3.2 1.1 1.0 9.3 9.6 10.3Initial 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/ln7.4 0.0 3.0 0.8 0.0 0.0 5.4 6.7 7.0 0.4 13.4 12.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 39.8 0.0 32.8 126.1 0.0 0.0 42.1 14.8 14.8 55.4 34.9 35.7LnGrp LOS D A C F A A D B B E C D Approach Vol, veh/h 795 17 1266 1183Approach Delay, s/veh 38.5 126.1 19.8 35.5Approach LOS D F B D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.5 56.9 26.3 18.7 43.8 5.1Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s5.1 60.0 27.8 26.0 * 40 6.0Max Q Clear Time (g_c+I1), s2.7 19.0 18.4 14.0 30.8 3.0Green Ext Time (p_c), s 0.0 18.6 1.3 0.3 6.9 0.0 Intersection Summary HCM 6th Ctrl Delay 30.6HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 19: Pomerado Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 EX MD Synchro 10 ReportN:\3015\Analysis\Synchro\EX_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 310 982 351 16 801 368 402 662 20 405 531 388 Future Volume (veh/h) 310 982 351 16 801 368 402 662 20 405 531 388 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 326 1034 369 17 843 387 423 697 21 426 559 0 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 401 1501 535 21 1066 475 507 842 25 503 846 Arrive On Green 0.12 0.40 0.40 0.01 0.30 0.30 0.15 0.24 0.24 0.15 0.24 0.00 Sat Flow, veh/h 3456 3712 1324 1781 3554 1585 3456 3522 106 3456 3554 1585 Grp Volume(v), veh/h 326 948 455 17 843 387 423 352 366 426 559 0Grp Sat Flow(s),veh/h/ln1728 1702 1632 1781 1777 1585 1728 1777 1851 1728 1777 1585Q Serve(g_s), s 8.3 20.8 20.8 0.9 19.7 20.4 10.7 16.9 17.0 10.8 12.8 0.0Cycle Q Clear(g_c), s 8.3 20.8 20.8 0.9 19.7 20.4 10.7 16.9 17.0 10.8 12.8 0.0Prop In Lane 1.00 0.81 1.00 1.00 1.00 0.06 1.00 1.00Lane Grp Cap(c), veh/h 401 1376 660 21 1066 475 507 425 443 503 846V/C Ratio(X) 0.81 0.69 0.69 0.83 0.79 0.81 0.83 0.83 0.83 0.85 0.66Avail Cap(c_a), veh/h 479 1784 855 101 1571 701 720 667 695 601 1213HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh38.9 22.2 22.2 44.5 29.0 29.3 37.4 32.6 32.6 37.6 31.1 0.0Incr Delay (d2), s/veh 7.4 0.4 0.8 25.4 0.9 2.8 4.1 2.5 2.5 8.2 0.3 0.0Initial 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 8.0 7.7 0.5 8.2 7.9 4.8 7.4 7.7 5.1 5.4 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 46.4 22.6 23.0 69.9 29.9 32.1 41.5 35.1 35.0 45.8 31.4 0.0LnGrp LOS D C C E CCDDDDC Approach Vol, veh/h 1729 1247 1141 985 AApproach Delay, s/veh 27.2 31.2 37.5 37.6Approach LOS CCDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.5 41.0 17.7 26.0 15.0 31.6 17.6 26.1Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.1 47.3 18.8 30.8 12.5 39.9 15.7 33.9Max Q Clear Time (g_c+I1), s2.9 22.8 12.7 14.8 10.3 22.4 12.8 19.0Green Ext Time (p_c), s 0.0 7.7 0.5 2.3 0.2 4.6 0.3 2.6 Intersection Summary HCM 6th Ctrl Delay 32.5HCM 6th LOS C Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\3rd Submittal\Appendices.3015.doc APPENDIX L PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS– SCHOOL ZONE ANALYSIS (MID-DAY) – NEAR-TERM (OPENING YEAR 2025) 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 NT_MD Synchro 10 ReportN:\3015\Analysis\Synchro\NT_MD.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 893 21 52 971 19 39 Future Volume (veh/h) 893 21 52 971 19 39 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 950 22 55 1033 20 39 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 1.00 Percent Heavy Veh, % 2 22222 Cap, veh/h 1743 40 84 2364 89 79 Arrive On Green 0.49 0.49 0.05 0.67 0.05 0.05 Sat Flow, veh/h 3644 82 1781 3647 1781 1585 Grp Volume(v), veh/h 475 497 55 1033 20 39Grp Sat Flow(s),veh/h/ln1777 1856 1781 1777 1781 1585Q Serve(g_s), s 6.6 6.6 1.1 4.9 0.4 0.8Cycle Q Clear(g_c), s 6.6 6.6 1.1 4.9 0.4 0.8Prop In Lane 0.04 1.00 1.00 1.00Lane Grp Cap(c), veh/h 872 911 84 2364 89 79V/C Ratio(X) 0.55 0.55 0.65 0.44 0.23 0.49Avail Cap(c_a), veh/h 2633 2750 327 6369 1327 1181HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 6.3 6.3 16.6 2.8 16.2 16.4Incr Delay (d2), s/veh 0.6 0.6 3.2 0.2 0.5 1.8Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.2 1.3 0.4 0.1 0.1 0.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 6.9 6.9 19.8 3.0 16.7 18.2LnGrp LOS A ABABB Approach Vol, veh/h 972 1088 59Approach Delay, s/veh 6.9 3.8 17.7Approach LOS A A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s6.2 22.9 29.1 6.4Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s6.5 52.5 63.5 26.4Max Q Clear Time (g_c+I1), s3.1 8.6 6.9 2.8Green Ext Time (p_c), s 0.0 8.8 11.2 0.1 Intersection Summary HCM 6th Ctrl Delay 5.6HCM 6th LOS A 6: Avenida Florencia & Espola Rd HCM 6th TWSC 01/15/2020 NT_MD Synchro 10 ReportN:\3015\Analysis\Synchro\NT_MD.syn Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 899 14 37 973 8 63Future Vol, veh/h 899 14 37 973 8 63Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 22222Mvmt Flow 946 15 39 1024 8 66 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 961 0 1536 473 Stage 1 - - - - 946 - Stage 2 - - - - 590 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 712 - 107 538 Stage 1 - - - - 338 - Stage 2 - - - - 517 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 712 - 101 538Mov Cap-2 Maneuver - - - - 218 - Stage 1 - - - - 319 - Stage 2 - - - - 517 - Approach EB WB NB HCM Control Delay, s 0 0.4 14.3HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 462 - - 712 -HCM Lane V/C Ratio 0.162 - - 0.055 -HCM Control Delay (s) 14.3 - - 10.3 -HCM Lane LOS B - - B -HCM 95th %tile Q(veh) 0.6 - - 0.2 - 7: Valle Verde Rd & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 NT_MD Synchro 10 ReportN:\3015\Analysis\Synchro\NT_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 339 612 17 19 665 70 19 14 14 71 13 337 Future Volume (veh/h) 339 612 17 19 665 70 19 14 14 71 13 337 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 357 644 18 20 700 74 20 15 15 75 14 355 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 401 1730 48 48 945 100 26 20 20 357 374 674 Arrive On Green 0.23 0.49 0.49 0.03 0.29 0.29 0.04 0.04 0.04 0.20 0.20 0.20 Sat Flow, veh/h 1781 3531 99 1781 3243 343 697 522 522 1781 1870 1585 Grp Volume(v), veh/h 357 324 338 20 383 391 50 0 0 75 14 355Grp Sat Flow(s),veh/h/ln 1781 1777 1853 1781 1777 1809 1741 0 0 1781 1870 1585Q Serve(g_s), s 15.4 9.0 9.0 0.9 15.5 15.5 2.3 0.0 0.0 2.8 0.5 13.2Cycle Q Clear(g_c), s 15.4 9.0 9.0 0.9 15.5 15.5 2.3 0.0 0.0 2.8 0.5 13.2Prop In Lane 1.00 0.05 1.00 0.19 0.40 0.30 1.00 1.00Lane Grp Cap(c), veh/h 401 870 908 48 518 527 65 0 0 357 374 674V/C Ratio(X) 0.89 0.37 0.37 0.42 0.74 0.74 0.77 0.00 0.00 0.21 0.04 0.53Avail Cap(c_a), veh/h 727 1378 1437 155 808 822 482 0 0 673 707 956HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 29.8 12.6 12.6 38.0 25.4 25.4 37.9 0.0 0.0 26.5 25.6 16.9Incr Delay (d2), s/veh 2.7 0.3 0.3 2.1 2.5 2.5 20.0 0.0 0.0 0.1 0.0 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 6.7 3.4 3.5 0.4 6.6 6.7 1.3 0.0 0.0 1.2 0.2 4.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 32.5 13.0 12.9 40.2 27.9 27.9 57.8 0.0 0.0 26.6 25.6 17.1LnGrp LOS C B B D C C E A A C C B Approach Vol, veh/h 1019 794 50 444Approach Delay, s/veh 19.8 28.2 57.8 19.0Approach LOS B C E B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.7 45.4 21.2 21.5 29.7 7.1Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 61.6 * 30 32.4 36.1 22.0Max Q Clear Time (g_c+I1), s 2.9 11.0 15.2 17.4 17.5 4.3Green Ext Time (p_c), s 0.0 5.8 0.7 0.5 5.6 0.2 Intersection Summary HCM 6th Ctrl Delay 23.4HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8: Valle Verde Rd & St Andrews Dr HCM 6th TWSC 01/15/2020 NT_MD Synchro 10 ReportN:\3015\Analysis\Synchro\NT_MD.syn Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 6 1 16 53 0 5 22 315 81 3 353 3Future Vol, veh/h 6 1 16 53 0 5 22 315 81 3 353 3Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91Heavy Vehicles, % 2 22222222222Mvmt Flow 7 1 18 58 0 5 24 346 89 3 388 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 835 877 388 799 791 346 391 0 0 435 0 0 Stage 1 394 394 - 394 394 ------- Stage 2 441 483 - 405 397 -------Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -Pot Cap-1 Maneuver 287 287 660 304 322 697 1168 - - 1125 - - Stage 1 631 605 - 631 605 ------- Stage 2 595 553 - 622 603 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 280 280 660 290 314 697 1168 - - 1125 - -Mov Cap-2 Maneuver 280 280 - 290 314 ------- Stage 1 618 603 - 618 592 ------- Stage 2 578 541 - 603 601 ------- Approach EB WB NB SB HCM Control Delay, s 12.9 19.6 0.4 0.1HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1168 - - 280 660 290 697 1125 - -HCM Lane V/C Ratio 0.021 - - 0.027 0.027 0.201 0.008 0.003 - -HCM Control Delay (s) 8.1 - - 18.2 10.6 20.5 10.2 8.2 - -HCM Lane LOS A - - C B C B A - -HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 0.7 0 0 - - 9: Martincoit Rd & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 NT_MD Synchro 10 ReportN:\3015\Analysis\Synchro\NT_MD.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 569 132 82 593 167 83 Future Volume (veh/h) 569 132 82 593 167 83 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 599 139 86 624 176 87 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 Cap, veh/h 1071 248 113 1904 272 343 Arrive On Green 0.37 0.37 0.06 0.54 0.15 0.15 Sat Flow, veh/h 2958 663 1781 3647 1781 1585 Grp Volume(v), veh/h 371 367 86 624 176 87Grp Sat Flow(s),veh/h/ln 1777 1751 1781 1777 1781 1585Q Serve(g_s), s 6.0 6.1 1.7 3.6 3.4 1.7Cycle Q Clear(g_c), s 6.0 6.1 1.7 3.6 3.4 1.7Prop In Lane 0.38 1.00 1.00 1.00Lane Grp Cap(c), veh/h 664 654 113 1904 272 343V/C Ratio(X) 0.56 0.56 0.76 0.33 0.65 0.25Avail Cap(c_a), veh/h 1870 1842 360 4807 1417 1362HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 9.1 9.1 16.9 4.8 14.6 11.9Incr Delay (d2), s/veh 0.9 0.9 3.8 0.1 1.0 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.5 1.5 0.7 0.5 1.1 0.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 10.0 10.0 20.7 4.9 15.5 12.0LnGrp LOS A A C A B B Approach Vol, veh/h 738 710 263Approach Delay, s/veh 10.0 6.8 14.4Approach LOS A A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 5.9 20.2 26.1 10.5Change Period (Y+Rc), s 3.6 6.5 6.5 4.9Max Green Setting (Gmax), s 7.4 38.5 49.5 29.1Max Q Clear Time (g_c+I1), s 3.7 8.1 5.6 5.4Green Ext Time (p_c), s 0.0 5.6 5.3 0.4 Intersection Summary HCM 6th Ctrl Delay 9.3HCM 6th LOS A 10: Espola Rd & Cloudcroft Dr HCM 6th TWSC 01/15/2020 NT_MD Synchro 10 ReportN:\3015\Analysis\Synchro\NT_MD.syn Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 24 585 697 30 13 41Future Vol, veh/h 24 585 697 30 13 41Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 94 94 94 94 94 94Heavy Vehicles, % 2 22222Mvmt Flow 26 622 741 32 14 44 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 773 0 - 0 1431 387 Stage 1 - - - - 757 - Stage 2 - - - - 674 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 840 - - - 136 612 Stage 1 - - - - 425 - Stage 2 - - - - 505 -Platoon blocked, % - - -Mov Cap-1 Maneuver 840 - - - 132 612Mov Cap-2 Maneuver - - - - 262 - Stage 1 - - - - 412 - Stage 2 - - - - 505 - Approach EB WB SB HCM Control Delay, s 0.4 0 13.9HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 840 - - - 463HCM Lane V/C Ratio 0.03 - - - 0.124HCM Control Delay (s) 9.4 - - - 13.9HCM Lane LOS A - - - BHCM 95th %tile Q(veh) 0.1 - - - 0.4 13: Espola Rd & Titan Wy/Eden Grove HCM 6th Signalized Intersection Summary 01/15/2020 NT_MD Synchro 10 ReportN:\3015\Analysis\Synchro\NT_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 78 3 274 10 0 9 99 414 8 7 534 48 Future Volume (veh/h) 78 3 274 10 0 9 99 414 8 7 534 48 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 88 3 308 11 0 10 111 465 9 8 600 54 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 112 4 392 20 0 313 215 1249 24 15 1053 470 Arrive On Green 0.06 0.25 0.25 0.01 0.00 0.20 0.06 0.35 0.35 0.01 0.30 0.30 Sat Flow, veh/h 1781 15 1572 1781 0 1585 3456 3566 69 1781 3554 1585 Grp Volume(v), veh/h 88 0 311 11 0 10 111 232 242 8 600 54Grp Sat Flow(s),veh/h/ln1781 0 1587 1781 0 1585 1728 1777 1858 1781 1777 1585Q Serve(g_s), s 2.5 0.0 9.3 0.3 0.0 0.3 1.6 5.0 5.0 0.2 7.3 1.3Cycle Q Clear(g_c), s 2.5 0.0 9.3 0.3 0.0 0.3 1.6 5.0 5.0 0.2 7.3 1.3Prop In Lane 1.00 0.99 1.00 1.00 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 112 0 396 20 0 313 215 622 651 15 1053 470V/C Ratio(X) 0.78 0.00 0.79 0.55 0.00 0.03 0.52 0.37 0.37 0.53 0.57 0.11Avail Cap(c_a), veh/h 297 0 1199 227 0 1135 780 1723 1801 227 3075 1372HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh23.5 0.0 17.9 25.1 0.0 16.5 23.2 12.4 12.4 25.2 15.2 13.1Incr Delay (d2), s/veh 4.4 0.0 1.3 8.3 0.0 0.0 0.7 0.4 0.4 10.5 0.6 0.1Initial 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 0.0 3.1 0.2 0.0 0.1 0.6 1.8 1.8 0.1 2.6 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 28.0 0.0 19.2 33.3 0.0 16.5 23.9 12.8 12.8 35.7 15.8 13.2LnGrp LOS C A B C A B C B B D B B Approach Vol, veh/h 399 21 585 662Approach Delay, s/veh 21.1 25.3 14.9 15.8Approach LOS C C B B Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s4.9 24.7 4.1 17.2 7.7 22.0 6.7 14.6Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s6.5 * 49 6.5 38.5 11.5 44.1 8.5 36.5Max Q Clear Time (g_c+I1), s2.2 7.0 2.3 11.3 3.6 9.3 4.5 2.3Green Ext Time (p_c), s 0.0 3.8 0.0 1.4 0.1 5.8 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 16.9HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 14: Espola Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 NT_MD Synchro 10 ReportN:\3015\Analysis\Synchro\NT_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 388 36 492 6 38 19 309 186 7 20 343 503 Future Volume (veh/h) 388 36 492 6 38 19 309 186 7 20 343 503 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 408 38 518 6 40 20 325 196 7 21 361 529 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 490 606 699 8 220 110 404 765 648 32 601 734 Arrive On Green 0.14 0.32 0.32 0.00 0.19 0.19 0.12 0.41 0.41 0.02 0.32 0.32 Sat Flow, veh/h 3456 1870 1585 1781 1176 588 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 408 38 518 6 0 60 325 196 7 21 361 529Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1764 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 10.4 1.3 24.5 0.3 0.0 2.6 8.3 6.3 0.2 1.1 14.7 24.3Cycle Q Clear(g_c), s 10.4 1.3 24.5 0.3 0.0 2.6 8.3 6.3 0.2 1.1 14.7 24.3Prop In Lane 1.00 1.00 1.00 0.33 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 490 606 699 8 0 329 404 765 648 32 601 734V/C Ratio(X) 0.83 0.06 0.74 0.73 0.00 0.18 0.80 0.26 0.01 0.65 0.60 0.72Avail Cap(c_a), veh/h 680 968 1006 99 0 664 558 885 750 104 672 795HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh37.7 21.1 21.0 44.9 0.0 31.0 38.9 17.6 15.9 44.1 25.8 19.6Incr Delay (d2), s/veh 4.5 0.1 2.1 35.8 0.0 0.3 4.1 0.1 0.0 7.9 1.4 3.1Initial 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/ln4.6 0.6 9.0 0.2 0.0 1.1 3.7 2.6 0.1 0.5 6.6 9.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 42.3 21.1 23.1 80.8 0.0 31.3 43.0 17.7 15.9 52.0 27.2 22.7LnGrp LOS D C C F A C D B B D C C Approach Vol, veh/h 964 66 528 911Approach Delay, s/veh 31.1 35.8 33.2 25.2Approach LOS CDCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s4.9 35.9 14.1 35.5 17.3 23.5 6.1 43.5Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.0 46.8 14.6 32.5 17.8 34.0 5.3 * 43Max Q Clear Time (g_c+I1), s2.3 26.5 10.3 26.3 12.4 4.6 3.1 8.3Green Ext Time (p_c), s 0.0 2.7 0.3 2.7 0.4 0.3 0.0 0.7 Intersection Summary HCM 6th Ctrl Delay 29.5HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy HCM 6th Signalized Intersection Summary 01/15/2020 NT_MD Synchro 10 ReportN:\3015\Analysis\Synchro\NT_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 552 4 215 1 0 16 226 983 11 12 780 347 Future Volume (veh/h) 552 4 215 1 0 16 226 983 11 12 780 347 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 667 0 155 1 0 17 243 1057 12 13 839 373 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 765 0 340 1 0 18 279 1953 22 22 955 422 Arrive On Green 0.21 0.00 0.21 0.01 0.00 0.01 0.16 0.54 0.54 0.01 0.40 0.40 Sat Flow, veh/h 3563 0 1585 89 0 1506 1781 3599 41 1781 2396 1060 Grp Volume(v), veh/h 667 0 155 18 0 0 243 522 547 13 621 591Grp Sat Flow(s),veh/h/ln1781 0 1585 1595 0 0 1781 1777 1863 1781 1777 1679Q Serve(g_s), s 17.5 0.0 8.2 1.1 0.0 0.0 12.9 18.4 18.4 0.7 31.3 31.6Cycle Q Clear(g_c), s 17.5 0.0 8.2 1.1 0.0 0.0 12.9 18.4 18.4 0.7 31.3 31.6Prop In Lane 1.00 1.00 0.06 0.94 1.00 0.02 1.00 0.63Lane Grp Cap(c), veh/h 765 0 340 20 0 0 279 964 1011 22 708 669V/C Ratio(X) 0.87 0.00 0.46 0.92 0.00 0.00 0.87 0.54 0.54 0.60 0.88 0.88Avail Cap(c_a), veh/h 1024 0 455 99 0 0 479 1102 1155 94 725 686HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh36.7 0.0 33.1 47.7 0.0 0.0 39.9 14.3 14.3 47.5 26.9 27.0Incr Delay (d2), s/veh 5.3 0.0 0.4 74.3 0.0 0.0 3.9 1.2 1.1 9.4 12.8 14.0Initial 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 0.0 3.2 0.8 0.0 0.0 5.9 7.3 7.6 0.4 15.2 14.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 42.0 0.0 33.4 122.0 0.0 0.0 43.7 15.5 15.4 57.0 39.7 41.0LnGrp LOS D A C F A A D B B E D D Approach Vol, veh/h 822 18 1312 1225Approach Delay, s/veh 40.3 122.0 20.7 40.5Approach LOS D F C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.6 58.6 27.4 19.5 44.6 5.2Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s5.1 60.0 27.8 26.0 * 40 6.0Max Q Clear Time (g_c+I1), s2.7 20.4 19.5 14.9 33.6 3.1Green Ext Time (p_c), s 0.0 19.2 1.3 0.3 5.0 0.0 Intersection Summary HCM 6th Ctrl Delay 33.2HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 19: Pomerado Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 NT_MD Synchro 10 ReportN:\3015\Analysis\Synchro\NT_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 321 1017 363 17 829 381 416 686 21 419 550 402 Future Volume (veh/h) 321 1017 363 17 829 381 416 686 21 419 550 402 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 338 1071 382 18 873 401 438 722 22 441 579 0 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 406 1522 543 21 1082 483 515 856 26 510 859 Arrive On Green 0.12 0.41 0.41 0.01 0.30 0.30 0.15 0.24 0.24 0.15 0.24 0.00 Sat Flow, veh/h 3456 3712 1324 1781 3554 1585 3456 3521 107 3456 3554 1585 Grp Volume(v), veh/h 338 982 471 18 873 401 438 364 380 441 579 0Grp Sat Flow(s),veh/h/ln1728 1702 1632 1781 1777 1585 1728 1777 1851 1728 1777 1585Q Serve(g_s), s 9.2 23.0 23.0 1.0 21.8 22.7 11.9 18.8 18.8 12.0 14.2 0.0Cycle Q Clear(g_c), s 9.2 23.0 23.0 1.0 21.8 22.7 11.9 18.8 18.8 12.0 14.2 0.0Prop In Lane 1.00 0.81 1.00 1.00 1.00 0.06 1.00 1.00Lane Grp Cap(c), veh/h 406 1396 669 21 1082 483 515 432 450 510 859V/C Ratio(X) 0.83 0.70 0.70 0.85 0.81 0.83 0.85 0.84 0.84 0.86 0.67Avail Cap(c_a), veh/h 449 1674 803 94 1474 658 675 626 652 564 1138HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh41.5 23.5 23.5 47.4 30.8 31.1 39.9 34.6 34.6 40.1 33.0 0.0Incr Delay (d2), s/veh 10.5 0.7 1.5 27.3 1.7 4.9 6.4 4.8 4.7 11.4 0.4 0.0Initial 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/ln4.5 9.0 8.8 0.6 9.3 9.1 5.4 8.5 8.9 5.8 6.1 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 52.0 24.3 25.0 74.7 32.5 36.0 46.3 39.5 39.3 51.4 33.4 0.0LnGrp LOS D C C E CDDDDDC Approach Vol, veh/h 1791 1292 1182 1020 AApproach Delay, s/veh 29.7 34.2 41.9 41.2Approach LOS CCDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.6 43.9 18.8 27.8 15.8 33.8 18.7 27.9Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.1 47.3 18.8 30.8 12.5 39.9 15.7 33.9Max Q Clear Time (g_c+I1), s3.0 25.0 13.9 16.2 11.2 24.7 14.0 20.8Green Ext Time (p_c), s 0.0 7.8 0.5 2.4 0.1 4.6 0.2 2.6 Intersection Summary HCM 6th Ctrl Delay 35.8HCM 6th LOS D Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\3rd Submittal\Appendices.3015.doc APPENDIX M PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS– SCHOOL ZONE ANALYSIS (MID-DAY) – NEAR-TERM (OPENING YEAR 2025) WITH PROJECT 5: Summerfield Ln & Rancho Bernardo Rd/Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 NT+P MD Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_MD.syn Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 996 21 53 1022 19 41 Future Volume (veh/h) 996 21 53 1022 19 41 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1060 22 56 1087 20 41 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 1.00 Percent Heavy Veh, % 2 22222 Cap, veh/h 1862 39 83 2442 89 79 Arrive On Green 0.52 0.52 0.05 0.69 0.05 0.05 Sat Flow, veh/h 3654 74 1781 3647 1781 1585 Grp Volume(v), veh/h 529 553 56 1087 20 41Grp Sat Flow(s),veh/h/ln1777 1857 1781 1777 1781 1585Q Serve(g_s), s 7.8 7.8 1.2 5.3 0.4 1.0Cycle Q Clear(g_c), s 7.8 7.8 1.2 5.3 0.4 1.0Prop In Lane 0.04 1.00 1.00 1.00Lane Grp Cap(c), veh/h 929 971 83 2442 89 79V/C Ratio(X) 0.57 0.57 0.67 0.45 0.23 0.52Avail Cap(c_a), veh/h 2430 2540 302 5879 1225 1090HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 6.2 6.2 18.0 2.7 17.5 17.8Incr Delay (d2), s/veh 0.7 0.6 3.4 0.2 0.5 2.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln1.5 1.6 0.5 0.1 0.2 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 6.9 6.9 21.5 2.9 18.0 19.7LnGrp LOS A A C A B B Approach Vol, veh/h 1082 1143 61Approach Delay, s/veh 6.9 3.8 19.2Approach LOS A A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s6.3 25.6 31.9 6.5Change Period (Y+Rc), s 4.5 5.5 5.5 4.6Max Green Setting (Gmax), s6.5 52.5 63.5 26.4Max Q Clear Time (g_c+I1), s3.2 9.8 7.3 3.0Green Ext Time (p_c), s 0.0 10.3 12.1 0.1 Intersection Summary HCM 6th Ctrl Delay 5.6HCM 6th LOS A 6: Avenida Florencia & Espola Rd HCM 6th TWSC 01/15/2020 NT+P MD Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_MD.syn Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane ConfigurationsTraffic Vol, veh/h 1004 14 40 1024 8 69Future Vol, veh/h 1004 14 40 1024 8 69Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length - 200 150 - 0 -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 22222Mvmt Flow 1057 15 42 1078 8 73 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1072 0 1680 529 Stage 1 - - - - 1057 - Stage 2 - - - - 623 -Critical Hdwy - - 4.14 - 6.84 6.94Critical Hdwy Stg 1 - - - - 5.84 -Critical Hdwy Stg 2 - - - - 5.84 -Follow-up Hdwy - - 2.22 - 3.52 3.32Pot Cap-1 Maneuver - - 646 - 86 494 Stage 1 - - - - 295 - Stage 2 - - - - 497 -Platoon blocked, % - - -Mov Cap-1 Maneuver - - 646 - 80 494Mov Cap-2 Maneuver - - - - 191 - Stage 1 - - - - 276 - Stage 2 - - - - 497 - Approach EB WB NB HCM Control Delay, s 0 0.4 15.5HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 424 - - 646 -HCM Lane V/C Ratio 0.191 - - 0.065 -HCM Control Delay (s) 15.5 - - 11 -HCM Lane LOS C - - B -HCM 95th %tile Q(veh) 0.7 - - 0.2 - 7: Valle Verde Rd & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 NT+P MD Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 342 720 17 19 718 70 19 14 14 71 13 339 Future Volume (veh/h) 342 720 17 19 718 70 19 14 14 71 13 339 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 360 758 18 20 756 74 20 15 15 75 14 357 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 402 1782 42 48 991 97 26 20 20 356 374 674 Arrive On Green 0.23 0.50 0.50 0.03 0.30 0.30 0.04 0.04 0.04 0.20 0.20 0.20 Sat Flow, veh/h 1781 3548 84 1781 3270 320 697 522 522 1781 1870 1585 Grp Volume(v), veh/h 360 380 396 20 411 419 50 0 0 75 14 357Grp Sat Flow(s),veh/h/ln 1781 1777 1855 1781 1777 1813 1741 0 0 1781 1870 1585Q Serve(g_s), s 16.4 11.3 11.3 0.9 17.5 17.5 2.4 0.0 0.0 2.9 0.5 13.9Cycle Q Clear(g_c), s 16.4 11.3 11.3 0.9 17.5 17.5 2.4 0.0 0.0 2.9 0.5 13.9Prop In Lane 1.00 0.05 1.00 0.18 0.40 0.30 1.00 1.00Lane Grp Cap(c), veh/h 402 892 932 48 539 550 65 0 0 356 374 674V/C Ratio(X) 0.90 0.43 0.43 0.42 0.76 0.76 0.77 0.00 0.00 0.21 0.04 0.53Avail Cap(c_a), veh/h 692 1312 1370 147 769 785 459 0 0 641 673 928HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00Uniform Delay (d), s/veh 31.3 13.1 13.1 40.0 26.3 26.3 39.8 0.0 0.0 27.9 26.9 17.8Incr Delay (d2), s/veh 4.1 0.4 0.4 2.2 3.2 3.2 19.8 0.0 0.0 0.1 0.0 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 7.3 4.3 4.5 0.4 7.6 7.7 1.4 0.0 0.0 1.2 0.2 4.8Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 35.5 13.5 13.5 42.1 29.6 29.5 59.5 0.0 0.0 28.0 26.9 18.0LnGrp LOS D B B D C C E A A C C B Approach Vol, veh/h 1136 850 50 446Approach Delay, s/veh 20.5 29.8 59.5 20.0Approach LOS C C E B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.8 48.4 22.0 22.4 31.8 7.2Change Period (Y+Rc), s 3.6 6.5 * 5.3 3.6 6.5 4.1Max Green Setting (Gmax), s 6.9 61.6 * 30 32.4 36.1 22.0Max Q Clear Time (g_c+I1), s 2.9 13.3 15.9 18.4 19.5 4.4Green Ext Time (p_c), s 0.0 7.2 0.7 0.5 5.8 0.2 Intersection Summary HCM 6th Ctrl Delay 24.4HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8: Valle Verde Rd & St Andrews Dr HCM 6th TWSC 01/15/2020 NT+P MD Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_MD.syn Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane ConfigurationsTraffic Vol, veh/h 6 1 16 55 0 5 22 315 84 3 353 3Future Vol, veh/h 6 1 16 55 0 5 22 315 84 3 353 3Conflicting Peds, #/hr 0 00000000000Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - 25 - - 25 150 - 25 150 - 25Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91Heavy Vehicles, % 2 22222222222Mvmt Flow 7 1 18 60 0 5 24 346 92 3 388 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 837 880 388 799 791 346 391 0 0 438 0 0 Stage 1 394 394 - 394 394 ------- Stage 2 443 486 - 405 397 -------Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -Pot Cap-1 Maneuver 286 286 660 304 322 697 1168 - - 1122 - - Stage 1 631 605 - 631 605 ------- Stage 2 594 551 - 622 603 -------Platoon blocked, % - - - -Mov Cap-1 Maneuver 279 279 660 290 314 697 1168 - - 1122 - -Mov Cap-2 Maneuver 279 279 - 290 314 ------- Stage 1 618 603 - 618 592 ------- Stage 2 577 539 - 603 601 ------- Approach EB WB NB SB HCM Control Delay, s 12.9 19.8 0.4 0.1HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1168 - - 279 660 290 697 1122 - -HCM Lane V/C Ratio 0.021 - - 0.028 0.027 0.208 0.008 0.003 - -HCM Control Delay (s) 8.1 - - 18.3 10.6 20.7 10.2 8.2 - -HCM Lane LOS A - - C B C B A - -HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 0.8 0 0 - - 9: Martincoit Rd/PVT DR 'A & Espola Rd HCM 6th Signalized Intersection Summary 01/15/2020 NT+P MD Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 108 569 132 82 593 37 167 6 83 18 3 53 Future Volume (veh/h) 108 569 132 82 593 37 167 6 83 18 3 53 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 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 117 599 139 86 624 40 176 7 87 20 3 58 Peak Hour Factor 0.92 0.95 0.95 0.95 0.95 0.92 0.95 0.92 0.95 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 153 930 215 109 956 61 230 23 292 43 7 139 Arrive On Green 0.09 0.32 0.32 0.06 0.28 0.28 0.13 0.20 0.20 0.02 0.09 0.09 Sat Flow, veh/h 1781 2865 663 1781 3391 217 1781 119 1484 1781 79 1518 Grp Volume(v), veh/h 117 371 367 86 327 337 176 0 94 20 0 61Grp Sat Flow(s),veh/h/ln 1781 1777 1751 1781 1777 1831 1781 0 1603 1781 0 1597Q Serve(g_s), s 3.2 8.8 8.9 2.4 8.0 8.0 4.7 0.0 2.5 0.5 0.0 1.8Cycle Q Clear(g_c), s 3.2 8.8 8.9 2.4 8.0 8.0 4.7 0.0 2.5 0.5 0.0 1.8Prop In Lane 1.00 0.38 1.00 0.12 1.00 0.93 1.00 0.95Lane Grp Cap(c), veh/h 153 577 568 109 501 517 230 0 315 43 0 147V/C Ratio(X) 0.77 0.64 0.65 0.79 0.65 0.65 0.77 0.00 0.30 0.46 0.00 0.42Avail Cap(c_a), veh/h 413 1075 1059 302 932 960 557 0 1183 198 0 870HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00Uniform Delay (d), s/veh 22.2 14.3 14.3 23.0 15.7 15.7 20.9 0.0 17.0 23.9 0.0 21.3Incr Delay (d2), s/veh 7.8 1.5 1.5 4.6 1.7 1.7 5.3 0.0 0.2 7.5 0.0 1.9Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.5 2.9 2.9 1.0 2.8 2.9 2.1 0.0 0.8 0.3 0.0 0.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 30.0 15.8 15.8 27.6 17.4 17.4 26.1 0.0 17.2 31.4 0.0 23.1LnGrp LOS C B B C B B C A B C A C Approach Vol, veh/h 855 750 270 81Approach Delay, s/veh 17.7 18.5 23.0 25.2Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.6 22.6 10.9 9.5 8.8 20.5 5.7 14.6Change Period (Y+Rc), s 3.6 6.5 4.5 * 4.9 4.5 6.5 4.5 4.9Max Green Setting (Gmax), s 8.4 30.0 15.5 * 27 11.5 26.0 5.5 36.6Max Q Clear Time (g_c+I1), s 4.4 10.9 6.7 3.8 5.2 10.0 2.5 4.5Green Ext Time (p_c), s 0.0 4.9 0.3 0.3 0.1 3.9 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 19.1HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 10: Espola Rd & Cloudcroft Dr HCM 6th TWSC 01/15/2020 NT+P MD Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_MD.syn Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane ConfigurationsTraffic Vol, veh/h 24 603 734 35 15 41Future Vol, veh/h 24 603 734 35 15 41Conflicting Peds, #/hr 0 00000Sign Control Free Free Free Free Stop StopRT Channelized - None - None - NoneStorage Length 250 - - - 0 -Veh in Median Storage, # - 0 0 - 0 -Grade, % - 0 0 - 0 -Peak Hour Factor 94 94 94 94 94 94Heavy Vehicles, % 2 22222Mvmt Flow 26 641 781 37 16 44 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 818 0 - 0 1493 409 Stage 1 - - - - 800 - Stage 2 - - - - 693 -Critical Hdwy 4.13 - - - 6.63 6.93Critical Hdwy Stg 1 - - - - 5.83 -Critical Hdwy Stg 2 - - - - 5.43 -Follow-up Hdwy 2.219 - - - 3.519 3.319Pot Cap-1 Maneuver 808 - - - 124 592 Stage 1 - - - - 404 - Stage 2 - - - - 495 -Platoon blocked, % - - -Mov Cap-1 Maneuver 808 - - - 120 592Mov Cap-2 Maneuver - - - - 249 - Stage 1 - - - - 391 - Stage 2 - - - - 495 - Approach EB WB SB HCM Control Delay, s 0.4 0 14.7HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 808 - - - 432HCM Lane V/C Ratio 0.032 - - - 0.138HCM Control Delay (s) 9.6 - - - 14.7HCM Lane LOS A - - - BHCM 95th %tile Q(veh) 0.1 - - - 0.5 13: Espola Rd & Titan Wy/Eden Grove HCM 6th Signalized Intersection Summary 01/15/2020 NT+P MD Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 81 3 274 10 0 9 99 451 8 7 552 50 Future Volume (veh/h) 81 3 274 10 0 9 99 451 8 7 552 50 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 91 3 308 11 0 10 111 507 9 8 620 56 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 116 4 391 20 0 309 213 1273 23 15 1077 480 Arrive On Green 0.07 0.25 0.25 0.01 0.00 0.19 0.06 0.36 0.36 0.01 0.30 0.30 Sat Flow, veh/h 1781 15 1572 1781 0 1585 3456 3572 63 1781 3554 1585 Grp Volume(v), veh/h 91 0 311 11 0 10 111 252 264 8 620 56Grp Sat Flow(s),veh/h/ln1781 0 1587 1781 0 1585 1728 1777 1859 1781 1777 1585Q Serve(g_s), s 2.6 0.0 9.5 0.3 0.0 0.3 1.6 5.5 5.5 0.2 7.6 1.3Cycle Q Clear(g_c), s 2.6 0.0 9.5 0.3 0.0 0.3 1.6 5.5 5.5 0.2 7.6 1.3Prop In Lane 1.00 0.99 1.00 1.00 1.00 0.03 1.00 1.00Lane Grp Cap(c), veh/h 116 0 395 20 0 309 213 633 662 15 1077 480V/C Ratio(X) 0.78 0.00 0.79 0.55 0.00 0.03 0.52 0.40 0.40 0.53 0.58 0.12Avail Cap(c_a), veh/h 293 0 1182 224 0 1119 769 1698 1777 224 3032 1352HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh23.8 0.0 18.1 25.4 0.0 16.9 23.5 12.5 12.5 25.5 15.2 13.0Incr Delay (d2), s/veh 4.3 0.0 1.3 8.3 0.0 0.0 0.7 0.5 0.5 10.6 0.6 0.1Initial 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 0.0 3.2 0.2 0.0 0.1 0.6 1.9 2.0 0.1 2.8 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 28.0 0.0 19.5 33.7 0.0 16.9 24.2 13.0 13.0 36.1 15.8 13.1LnGrp LOS C A B C A B C B B D B B Approach Vol, veh/h 402 21 627 684Approach Delay, s/veh 21.4 25.7 15.0 15.8Approach LOS C C B B Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s4.9 25.3 4.1 17.4 7.7 22.6 6.9 14.6Change Period (Y+Rc), s 4.5 * 6.9 3.5 4.5 4.5 6.9 3.5 4.5Max Green Setting (Gmax), s6.5 * 49 6.5 38.5 11.5 44.1 8.5 36.5Max Q Clear Time (g_c+I1), s2.2 7.5 2.3 11.5 3.6 9.6 4.6 2.3Green Ext Time (p_c), s 0.0 4.2 0.0 1.4 0.1 6.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 16.9HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 14: Espola Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 NT+P MD Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 409 36 492 6 38 19 309 202 7 20 351 513 Future Volume (veh/h) 409 36 492 6 38 19 309 202 7 20 351 513 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 431 38 518 6 40 20 325 213 7 21 369 540 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 512 605 698 8 212 106 403 769 652 32 605 747 Arrive On Green 0.15 0.32 0.32 0.00 0.18 0.18 0.12 0.41 0.41 0.02 0.32 0.32 Sat Flow, veh/h 3456 1870 1585 1781 1176 588 3456 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 431 38 518 6 0 60 325 213 7 21 369 540Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 0 1764 1728 1870 1585 1781 1870 1585Q Serve(g_s), s 11.1 1.3 24.8 0.3 0.0 2.6 8.4 6.9 0.2 1.1 15.2 24.9Cycle Q Clear(g_c), s 11.1 1.3 24.8 0.3 0.0 2.6 8.4 6.9 0.2 1.1 15.2 24.9Prop In Lane 1.00 1.00 1.00 0.33 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 512 605 698 8 0 318 403 769 652 32 605 747V/C Ratio(X) 0.84 0.06 0.74 0.73 0.00 0.19 0.81 0.28 0.01 0.65 0.61 0.72Avail Cap(c_a), veh/h 675 961 999 98 0 658 554 879 745 104 667 800HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh37.8 21.3 21.2 45.3 0.0 31.7 39.2 17.8 15.9 44.4 26.0 19.3Incr Delay (d2), s/veh 5.8 0.1 2.1 35.9 0.0 0.3 4.2 0.1 0.0 8.0 1.6 3.2Initial 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 0.6 9.1 0.2 0.0 1.1 3.7 2.9 0.1 0.5 6.8 9.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 43.6 21.3 23.3 81.2 0.0 32.0 43.5 17.9 15.9 52.4 27.5 22.5LnGrp LOS D C C F A C D B B D C C Approach Vol, veh/h 987 66 545 930Approach Delay, s/veh 32.1 36.5 33.1 25.2Approach LOS CDCC Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s4.9 36.1 14.1 36.0 18.0 23.0 6.1 43.9Change Period (Y+Rc), s 4.5 6.6 3.5 6.5 4.5 6.6 4.5 * 6.5Max Green Setting (Gmax), s5.0 46.8 14.6 32.5 17.8 34.0 5.3 * 43Max Q Clear Time (g_c+I1), s2.3 26.8 10.4 26.9 13.1 4.6 3.1 8.9Green Ext Time (p_c), s 0.0 2.7 0.3 2.6 0.4 0.3 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 29.9HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 18: Pomerado Rd & Bernardo Heights Pkwy/Drwy HCM 6th Signalized Intersection Summary 01/15/2020 NT+P MD Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 555 4 215 1 0 16 226 1012 11 12 794 349 Future Volume (veh/h) 555 4 215 1 0 16 226 1012 11 12 794 349 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 670 0 155 1 0 17 243 1088 12 13 854 375 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 22222222222 Cap, veh/h 767 0 341 1 0 19 279 1955 22 22 960 419 Arrive On Green 0.22 0.00 0.22 0.01 0.00 0.01 0.16 0.54 0.54 0.01 0.40 0.40 Sat Flow, veh/h 3563 0 1585 89 0 1506 1781 3600 40 1781 2407 1051 Grp Volume(v), veh/h 670 0 155 18 0 0 243 537 563 13 629 600Grp Sat Flow(s),veh/h/ln1781 0 1585 1595 0 0 1781 1777 1863 1781 1777 1681Q Serve(g_s), s 17.7 0.0 8.3 1.1 0.0 0.0 12.9 19.2 19.2 0.7 32.0 32.4Cycle Q Clear(g_c), s 17.7 0.0 8.3 1.1 0.0 0.0 12.9 19.2 19.2 0.7 32.0 32.4Prop In Lane 1.00 1.00 0.06 0.94 1.00 0.02 1.00 0.63Lane Grp Cap(c), veh/h 767 0 341 20 0 0 279 965 1012 22 709 670V/C Ratio(X) 0.87 0.00 0.45 0.92 0.00 0.00 0.87 0.56 0.56 0.60 0.89 0.89Avail Cap(c_a), veh/h 1019 0 454 98 0 0 477 1097 1151 93 722 683HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh36.8 0.0 33.1 47.9 0.0 0.0 40.0 14.5 14.5 47.8 27.2 27.3Incr Delay (d2), s/veh 5.4 0.0 0.4 74.1 0.0 0.0 4.1 1.2 1.2 9.4 13.9 15.3Initial 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 0.0 3.2 0.8 0.0 0.0 5.9 7.6 8.0 0.4 15.7 15.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 42.3 0.0 33.5 122.1 0.0 0.0 44.1 15.8 15.7 57.2 41.1 42.6LnGrp LOS D A C F A A D B B E D D Approach Vol, veh/h 825 18 1343 1242Approach Delay, s/veh 40.6 122.1 20.9 42.0Approach LOS D F C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.6 58.9 27.5 19.6 44.8 5.2Change Period (Y+Rc), s 4.4 6.1 6.6 4.4 * 6.1 4.0Max Green Setting (Gmax), s5.1 60.0 27.8 26.0 * 40 6.0Max Q Clear Time (g_c+I1), s2.7 21.2 19.7 14.9 34.4 3.1Green Ext Time (p_c), s 0.0 19.7 1.3 0.3 4.4 0.0 Intersection Summary HCM 6th Ctrl Delay 33.8HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 19: Pomerado Rd & Twin Peaks Rd HCM 6th Signalized Intersection Summary 01/15/2020 NT+P MD Synchro 10 ReportN:\3015\Analysis\Synchro\NT+P_MD.syn Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 332 1017 363 17 829 392 416 692 21 424 553 407 Future Volume (veh/h) 332 1017 363 17 829 392 416 692 21 424 553 407 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 349 1071 382 18 873 413 438 728 22 446 582 0 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 413 1545 551 21 1096 489 512 856 26 511 863 Arrive On Green 0.12 0.42 0.42 0.01 0.31 0.31 0.15 0.24 0.24 0.15 0.24 0.00 Sat Flow, veh/h 3456 3712 1324 1781 3554 1585 3456 3522 106 3456 3554 1585 Grp Volume(v), veh/h 349 982 471 18 873 413 438 367 383 446 582 0Grp Sat Flow(s),veh/h/ln1728 1702 1632 1781 1777 1585 1728 1777 1851 1728 1777 1585Q Serve(g_s), s 9.8 23.6 23.6 1.0 22.4 24.2 12.3 19.6 19.6 12.6 14.8 0.0Cycle Q Clear(g_c), s 9.8 23.6 23.6 1.0 22.4 24.2 12.3 19.6 19.6 12.6 14.8 0.0Prop In Lane 1.00 0.81 1.00 1.00 1.00 0.06 1.00 1.00Lane Grp Cap(c), veh/h 413 1417 679 21 1096 489 512 432 450 511 863V/C Ratio(X) 0.84 0.69 0.69 0.85 0.80 0.84 0.86 0.85 0.85 0.87 0.67Avail Cap(c_a), veh/h 434 1618 776 91 1425 636 653 605 631 545 1100HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00Uniform Delay (d), s/veh42.9 23.8 23.8 49.1 31.5 32.2 41.3 35.9 35.9 41.5 34.1 0.0Incr Delay (d2), s/veh 12.8 0.8 1.6 28.0 1.8 6.5 7.4 6.0 5.8 13.1 0.6 0.0Initial 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/ln4.9 9.3 9.1 0.6 9.7 9.9 5.7 9.1 9.4 6.2 6.3 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 55.7 24.6 25.5 77.1 33.3 38.7 48.7 41.9 41.7 54.6 34.7 0.0LnGrp LOS E C C E CDDDDDC Approach Vol, veh/h 1802 1304 1188 1028 AApproach Delay, s/veh 30.8 35.6 44.4 43.3Approach LOS CDDD Timer - Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), s5.7 45.9 19.2 28.7 16.4 35.2 19.2 28.7Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s5.1 47.3 18.8 30.8 12.5 39.9 15.7 33.9Max Q Clear Time (g_c+I1), s3.0 25.6 14.3 16.8 11.8 26.2 14.6 21.6Green Ext Time (p_c), s 0.0 7.7 0.4 2.3 0.1 4.4 0.1 2.6 Intersection Summary HCM 6th Ctrl Delay 37.4HCM 6th LOS D Notes Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-18-3015 The Farm in Poway N:\3015\Report\3rd Submittal\ACP.doc APPENDIX N VMT CALCULATIONS The Farm DRAFT VMT 1.0 2.5 CITY VOR SOV HOV TOTAL 80%8%88% 91%9% WEIGHTED 1.14 *Weighted used in Project VMT calcs Split (%)VOR Split (%)VOR 49,981 3.5 80%1.00 8%2.50 145,545 8.5 1,237,133 24.8 21.0 19.0 NO Project VMT/Capita The Club Pool/4 tennis courts,/16 pickleball courts/Multi- Purpose Room 69 155 6.3 12.6 974 14.2 Social @ The Gardens Café/Coffee/Wine & Beer Garden 183 412 4.7 9.4 1938 10.6 The Barn Wedding Venue/Music Venue/Multi-Purpose Room 81 182 6.3 12.6 1147 14.2 Programmed Park The Butterfly Farm, Vivarium, Greenhouse, Classroom, Picnic Area, Garden, Trails 98 222 5.0 10.0 1108 11.3 Agri-Fields 7 15 4.3 8.6 63 9.4Unprogrammed Park Tranquility Garden, Tot Lot, Community Gardens, Open Space Recreation 89 202 5.4 10.8 1090 12.3 Garden Homes Residential 531 1337 10.3 20.6 13768 25.9 TOTAL PROJECT 1057 2524 20089 19.0 City Population Person Trip Rate per Capita (Daily) Mode Split Daily Auto Trips (RoundTrips) Average Auto Trip Length (one-way) City VMT/ Capita 85% Threshold Project VMT/ Capita Impact?Single Occupancy High Occupancy Total VMT VMT per CapitaLand Use Type Site Population Estimate Daily Auto Trips (Cumulative Trips per TIA) Average Trip Length (one-way, miles) Average Trip Length (roundtrip,