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Attachment 4a - K Transportation Impact Analysis
TRANSPORTATION IMPACT ANALYSIS SUNBOW II, PHASE 3 Chula Vista, California May, 2021 LLG Ref. 3-19-3199 APPLICANT: ACI Sunbow, LLC Attn: Bill Hamlin 2356 Moore Street San Diego, CA 92110 619-544-9100 PREPARED FOR: The City of Chula Vista & Lennar Homes of California, Inc. Contact: David Shepherd 16465 Via Esprillo, Suite 150 San Diego, CA 92127 Prepared by: Under the Supervision of: Amelia Giacalone John Boarman, P. E. Transportation Planner III Principal LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx i TABLE OF CONTENTS SECTION PAGE 1.0 Introduction ................................................................................................................................ 1 2.0 Project Description .................................................................................................................... 2 3.0 Report Approach ....................................................................................................................... 6 3.1 Report Organization ............................................................................................................ 6 4.0 Vehicles Miles Traveled (VMT): Overview and Background ............................................... 8 4.1 VMT Background ............................................................................................................... 8 4.2 Senate Bill 743 .................................................................................................................... 8 4.3 Proposed Technical Guidance ............................................................................................. 9 4.3.1 General Recommendations Regarding Methodology ............................................. 9 4.3.2 Recommendations Regarding Significance Thresholds ......................................... 9 5.0 VMT Analysis ........................................................................................................................... 11 5.1 Local Agency Transition to SB743 ................................................................................... 11 5.2 Significance Criteria ......................................................................................................... 11 5.3 Map-Based Screening ....................................................................................................... 11 5.3.1 Screening Map Results ......................................................................................... 11 5.4 VMT Analysis ................................................................................................................... 12 6.0 VMT Impacts Summary & Mitigation Measures ................................................................. 15 6.1 Trip Reduction Strategies ................................................................................................. 15 6.2 VMT Reduction Analysis ................................................................................................. 15 7.0 Local Mobility Analysis Study Area, Analysis Approach and Methodology ..................... 18 7.1 Study Area ........................................................................................................................ 18 7.2 Analysis Scenarios ............................................................................................................ 19 7.3 Analysis Methodology ...................................................................................................... 19 7.3.1 Signalized Intersections ........................................................................................ 21 7.3.2 Street Segments ..................................................................................................... 21 8.0 Existing Mobility Conditions .................................................................................................. 23 8.1 Existing Roadway Conditions........................................................................................... 23 8.2 Existing Intersection Traffic Volumes .............................................................................. 23 8.3 Existing Bicycle Network ................................................................................................. 24 8.4 Existing Pedestrian Conditions ......................................................................................... 24 8.5 Existing Transit Conditions .............................................................................................. 24 9.0 Substantial Effect Criteria ...................................................................................................... 29 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx ii 9.1 Short-Term (Study Horizon Year 0 To 4) ......................................................................... 29 9.1.1 Intersections .......................................................................................................... 29 9.1.2 Street Links/Segments .......................................................................................... 29 9.2 Long-Term (Study Horizon Year 5 and Later) ................................................................. 29 9.2.1 Intersections .......................................................................................................... 29 9.2.2 Street Links/Segments .......................................................................................... 29 10.0 Analysis of Existing Conditions .............................................................................................. 31 10.1 Peak Hour Intersection Analysis ....................................................................................... 31 10.2 Daily Street Segment Operations ...................................................................................... 31 11.0 Trip Generation/Distribution/Assignment ............................................................................ 34 11.1 Trip Generation ................................................................................................................. 34 11.2 Trip Distribution and Assignment .................................................................................... 34 12.0 Analysis of Existing + Project Conditions ............................................................................. 38 12.1 Peak Hour Intersection Analysis ....................................................................................... 38 12.2 Daily Street Segment Operations ...................................................................................... 38 13.0 Cumulative Projects ................................................................................................................. 41 13.1 Summary of Cumulative Projects ..................................................................................... 41 14.0 Analysis of Near-Term Conditions ......................................................................................... 44 14.1 Near-Term Traffic Volumes ............................................................................................. 44 14.2 Near-Term without Project Conditions ............................................................................. 44 14.2.1 Peak Hour Intersection Analysis ........................................................................... 44 14.2.2 Daily Street Segment Operations .......................................................................... 44 14.3 Near-Term with Project Conditions .................................................................................. 45 14.3.1 Peak Hour Intersection Analysis ........................................................................... 45 14.3.2 Daily Street Segment Operations .......................................................................... 45 15.0 Assessment of Year 2035 Conditions ..................................................................................... 51 16.0 Access Assessment .................................................................................................................... 55 17.0 Substantial Effects and Operational Improvements ............................................................ 57 17.1 Eastern Transportation Development Fee ......................................................................... 57 17.2 Substantial Project Specific Effects and Operational Improvements ............................... 57 17.3 Substantial Cumulative Effects and Operational Improvements ...................................... 59 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx iii APPENDICES APPENDIX A. Intersection and Segment Count Sheets & Signal Timing Plans B. Peak Hour Intersection Analysis Worksheets – Existing C. Peak Hour Intersection Analysis Worksheets – Existing + Project D. Peak Hour Intersection Analysis Worksheets – Near-Term E. Peak Hour Intersection Analysis Worksheets – Near-Term + Project F. SANDAG Select Zone Model Run G. VMT Reduction Calculation Sheets H. Peak Hour Signal Warrant Analysis I. SANDAG Series 13 Year 2020 Travel Demand Model Results LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx iv LIST OF FIGURES SECTION—FIGURE # PAGE Figure 2–1 Vicinity Map ................................................................................................................... 3 Figure 2–2 Project Area Map ............................................................................................................ 4 Figure 2–3 Site Plan .......................................................................................................................... 5 Figure 5–1 City of Chula Vista Overall Screening Map ................................................................. 14 Figure 6–1 Transportation Strategies Organization ........................................................................ 17 Figure 8–1 Existing Conditions Diagram ........................................................................................ 27 Figure 8–2 Existing Traffic Volumes .............................................................................................. 28 Figure 11–1 Project Traffic Distribution ....................................................................................... 35 Figure 11–2 Project Traffic Volumes ............................................................................................ 36 Figure 11–3 Existing with Project Traffic Volumes ...................................................................... 37 Figure 13–1 Total Cumulative Traffic Volumes ........................................................................... 43 Figure 14–1 Near-Term Traffic Volumes ...................................................................................... 49 Figure 14–2 Near-Term + Project Traffic Volumes ...................................................................... 50 Figure 15–1 Year 2035 Traffic Volumes ....................................................................................... 54 Figure 16–1 Recommended Project Driveway Lane Configurations ............................................ 56 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx v LIST OF TABLES SECTION—TABLE # PAGE Table 5–1 Project Vehicle Miles Traveled Analysis .......................................................................... 13 Table 6–1 Project VMT Mitigation Results ........................................................................................ 16 Table 7–1 Intersection Level of Service Descriptions ........................................................................ 20 Table 7–2 Intersection LOS & Delay Ranges..................................................................................... 21 Table7–3 City of Chula Vista Roadway Capacity Standards Average Daily Vehicle Trips .............. 22 Table 10–1 Existing Intersection Operations ...................................................................................... 32 Table 10–2 Existing Street Segment Operations ................................................................................ 33 Table 11–1 Project Trip Generation ................................................................................................... 34 Table 12–1 Existing with Project Intersection Operations ................................................................. 39 Table 12-2 Existing with Project Street Segment Operations ............................................................ 40 Table 13-1 Cumulative Projects Summary ......................................................................................... 42 Table 14–1 Near-Term Intersection Operations ................................................................................. 47 Table 14-2 Near-Term Street Segment Operations ............................................................................ 48 Table 15–1 Trip Generation Comparison ........................................................................................... 52 Table 15–2 Year 2035 Street Segment Operations ............................................................................. 53 Table 17-1 Olympic Parkway ADT Comparison ............................................................................... 58 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 1 TRANSPORTATION IMPACT ANALYSIS SUNBOW II, PHASE 3 City of Chula Vista, California May, 2021 1.0 INTRODUCTION Linscott, Law & Greenspan Engineers (LLG) has prepared this transportation impact analysis to assess the potential impacts associated with the Sunbow II, Phase 3 project (Project) in the City of Chula Vista. The proposed Project includes constructing 718 multi-family units on approximately 44.2 acres within the 135.7-acre area designated Planning Area 23 in the 1998 Sunbow SPA Site Utilization Plan. The Project site is located south of Olympic Parkway, between Brandywine Avenue and Heritage Road. This report addresses the potential transportation impacts and effects from the proposed project. The following sections are included in this report: Project Description Vehicle Miles Traveled (VMT) Background Project VMT Significance Criteria and Methodology Project VMT Analysis Local Mobility Analysis Approach & Methodology Assessment of Existing Conditions Vehicular Mobility Criteria Project Trip Generation, Distribution and Assignment Assessment of Near-Term Conditions Assessment of Build-Out Conditions Access Assessment Vehicular Mobility Deficiencies and Recommended Improvements LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 2 2.0 PROJECT DESCRIPTION The scope of the Proposed Project encompasses approximately 135.7 acres and includes a 67.5-acre development area comprised of 718 multi-family units on 44.2 acres, a 0.9-acre Community Purpose Facility (CPF) site, 5.9 acres of public streets and 16.5 acres of manufactured slopes/basins. Approximately 4.3 acres of proposed Poggi Canyon Easement area, 0.3 acres of conserved wetland resource area, and 63.6 acres of adjacent MSCP Preserve area are also within the Project Area. The Proposed Project’s residential land use includes four unique multi-family attached residential product types with 15 unique floor plans, ranging in square footage from approximately 1,100 to 2,050 square feet in two- and three-story units. Each home includes a two-car garage and two to four bedrooms. The Proposed Project includes a Chula Vista General Plan Amendment, Sunbow General Development Plan Amendment, Sunbow Sectional Planning Area (SPA) Plan Amendment, a rezone and a Tentative Map. The Proposed Project also includes a Chula Vista MSCP Boundary Adjustment that would implement minor adjustments to the Planning Area 23 development limits and the adjacent MSCP Preserve open space areas. The Proposed Project includes a Chula Vista General Plan Amendment, Sunbow General Development Plan Amendment, Sunbow II SPA Plan Amendment, a rezone, and a Tentative Map. The Proposed Project also includes a Chula Vista MSCP Boundary Adjustment to implement minor adjustments to the development limits and the adjacent MSCP Preserve areas that would result in a 0.09-acre increase to MSCP Preserve Area and an MSCP Minor Amendment to address off-site grading adjacent to the southwestern boundary of the development area. Figure 2–1 shows the Project’s Vicinity Map and Figure 2-2 shows a more detailed Project Area Map. Figure 2–3 shows the Project’s site plan and the Sunbow II, Phase 3 Site Utilization Table, which shows the Project statistics. S.D.COUNTY CARLSBAD CORONADO ENCINITAS SOLANABEACH CHULA VISTA OCEANSIDE VISTA SAN MARCOS POWAY SANTEE EL CAJON LA MESA LEMONGROVE NATIONALCITY SAN DIEGO S.D. COUNTYS.D. COUNTY ESCONDIDO Time: 9:44 AMDate: 6/10/2020N:\3199\Figures Vicinity Map Figure 2-1 [ Sunb ow II, Phase 3 §¨8 §¨5 §¨805 §¨5 §¨15 §¨5 §¨8 "Ã54 "Ã125 "Ã94 "Ã52 "Ã163 "Ã56 "Ã78 "Ã67 §¨15 Project Site§¨805 Map data © 2020 INEGI 2000 ft805Project Area MapFigure 2-2Sunbow II, Phase 3N:\3199\FiguresDate: 06/10/205Project Site Sunbow II, Phase 3 Land Use District Acres[1] Units Density MulƟ-Family ResidenƟal R-1 RM 8.5 131 15.4 R-2 RM 4.6 73 15.8 R-3 RM 8.1 108 13.3 R-4 RM 8.2 118 14.4 R-5 RM 7.1 104 14.7 R-6 RC 7.6 184 24.1 Subtotal ResidenƟal 44.2 718 16.3 Other Community Purpose Facility CPF 0.9 MSCP Preserve Conserved Open Space (OS-1,2, 3 and OS-9b) OSP 63.6 Poggi Creek Easement Conserved Area (OS-4, 5, 6a and 6b) OS 4.3 Manufactured Slopes/Basins (OS-7, 8, 9a 10 -13) OS 16.5 Wetland Avoidance Area (OS-14) OS 0.3 Public Streets CirculaƟon 5.9 Subtotal Other 91.5 TOTAL 135.7 718 16.3 Site PlanFigure 2-3Sunbow II, Phase 3N:\3199\FiguresDate: 09/28/20 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 6 3.0 REPORT APPROACH In compliance with Senate Bill 743 (SB 743), this Transportation Impact Study evaluates the Project’s potential vehicular impacts using a Vehicle Miles Traveled (VMT) metric, pursuant to direction from the Governor’s Office of Planning and Research (OPR) in December 2018 (Technical Advisory on Evaluating Transportation Impacts in CEQA). Public Resources Code section 20199, enacted pursuant to SB 743, identifies Vehicle Miles Traveled (VMT) as an appropriate metric for measuring transportation impacts along with the elimination of automobile delay/Level of Service (LOS) for California Environmental Quality Act (CEQA) purposes statewide. When OPR and the Secretary of Resources finalized the CEQA Guidelines implementing SB 743, it stated that a lead agency may elect to be governed by the VMT guidelines immediately. However, as of July 1, 2020, the VMT guidelines apply statewide. In June 2020, the City of Chula Vista adopted their Transportation Study Guidelines (TSG) to comply with Senate Bill 743. However, at the time the Project’s VMT analysis was prepared, the City was still in the process of developing their guidelines for VMT evaluation. Therefore, prior to June 2020, LLG coordinated with City Staff to develop an interim VMT analysis approach and methodology. The interim approach and methodology are consistent with the approved TSG for the purposes of evaluating the Project’s potential vehicular impacts. In addition to the VMT analysis, a Project-Specific Local Mobility Analysis (LMA) was also prepared that focuses on automobile delay/LOS. The LOS analysis was conducted to identify roadway deficiencies in the Project study area and recommend project improvements to address such deficiency; however, the CEQA significance determination for the proposed Project is based only on VMT and not on LOS. 3.1 Report Organization This report is divided into two main analyses: a VMT Analysis and a Local Mobility Analysis: VMT Analysis Section 4.0 – Vehicle Miles Traveled (VMT) Overview & Background: This section presents background on VMT, SB 743, and Proposed Technical Guidance. Section 5.0 – Project VMT Significance Criteria., Methodology, and Analysis: This section presents the Project’s VMT significance criteria, VMT methodology, and Analysis to determine significant transportation impacts. Section 6.0 –VMT Impacts Summary & Mitigation Measures Analysis: This section presents a summary of the Project’s VMT impact and recommended mitigation measures. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 7 Local Mobility Analysis Section 7.0 – Local Mobility Analysis Methodology: This section describes the specific study area and methodology used to produce the intersection and street segment analyses contained in the study. A discussion of the concept of LOS is also provided in this section. Section 8.0 – Existing Mobility Conditions: This section presents a description of the study area, existing roadway geometrics and traffic counts. Section 9.0 – Substantial Effect Criteria: This section describes the criteria used for the vehicular mobility analysis. Section 10.0 – Analysis of Existing Conditions: The existing traffic volumes are analyzed for the purposes of providing baseline conditions within the study area. This section contains a summary of the existing analyses. Section 11.0 – Trip Generation, Distribution and Assignment: This section discusses the trip generation, distribution and assignment associated with the proposed Project. Section 12.0 – Analysis of Existing + Project Conditions: This section provides information on the Existing + Project roadway conditions and traffic volumes. The results of the analyses of the addition of project traffic onto existing conditions are presented in this section. Section 13.0 – Cumulative Projects: This section provides information on other projects in the study area that will add traffic to the local circulation system in the near future. Section 14.0 – Analysis of Near-Term Conditions: This section provides information on the Near- Term roadway conditions and traffic volumes. The results of the analyses of the addition of project traffic onto Near-Term conditions are presented in this section. Section 15.0 – Assessment of Year 2035 Conditions: This section provides information on Year 2035 conditions. Section 16.0 – Access Assessment: This section provides information on the Project’s proposed access points. Section 17.0 –Substantial Effects and Operational Improvements: This section presents the transportation deficiencies caused by the addition of project traffic under Existing + Project and Near-Term analyses and the recommended improvements. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 8 4.0 VEHICLES MILES TRAVELED (VMT): OVERVIEW AND BACKGROUND This section presents an overview and background on VMT and the implementation of California State Law Senate Bill 743 (SB 743) requiring its use in the evaluation of transportation impacts for CEQA. The City of Chula Vista adopted their Transportation Study Guidelines (TSG) in June of 2020. However, at the time the Project’s VMT analysis was prepared, the City was still in the process of developing their guidelines for VMT evaluation. Therefore, prior to June 2020, LLG coordinated with City Staff to develop an interim approach and methodology, and to obtain the City’s draft screening map which identifies residential VMT per capita for locations Regionwide. The interim approach and methodology are consistent with the approved TSG for the purposes of evaluating the Project’s potential vehicular impacts. 4.1 VMT Background 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. VMTs are calculated based on individual vehicle trips generated and their associated trip lengths. VMT accounts for two-way (round trip) travel and is estimated for a typical weekday for the purposes of measuring transportation impacts. For residential projects, “VMT per capita” is the efficiency metric used for evaluation. In general, the analysis presents the project VMT per capita, and compares it to a regional VMT per capita to determine if the former is higher, equal to, or lower than the latter. 4.2 Senate Bill 743 In September 2013, the Governor’s Office signed SB 743 into law, starting a process that fundamentally changes the way transportation impact analysis is conducted under CEQA. Within the State’s CEQA Guidelines, these changes include the elimination of auto delay, LOS, and similar measurements of vehicular roadway capacity and traffic congestion as the basis for determining significant impacts. The guidance identifies VMT as the most appropriate CEQA transportation metric, along with the elimination of auto delay / LOS for CEQA purposes statewide. The justification for this paradigm shift is that auto delay/ LOS impacts lead to improvements that increase roadway capacity and therefore induce more traffic and greenhouse gas emissions. The legislation was also intended to incentivize development in and around Transit Priority Areas (TPAs) and High-Quality Transit Corridors (HQTC’s), and to encourage high density infill and mixed-use projects. In January 2016, the Governor’s Office of Planning and Research (OPR) issued Draft Guidance, which provided recommendations for updating the State’s CEQA Guidelines in response to SB 743 and recommended practice for VMT analysis in an accompanying “Technical Advisory on Evaluating Transportation Impacts in CEQA” (Technical Advisory). OPR’s most recent Technical Advisory is dated December 2018. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 9 4.3 Proposed Technical Guidance The following information is sourced from OPR’s latest Technical Advisory (December 2018). This represents a non-regulatory advisory document on the evaluation of transportation impacts using VMT. 4.3.1 General Recommendations Regarding Methodology The following is a discussion of the general methodology recommendations to evaluate VMT for various technical areas and project types. The Sunbow project would fall within the “Residential Projects” category, and the SANDAG Series 13 Year 2020 Travel Demand Model was used in the analysis presented in this report. 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. 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 Projects Residential project VMT is evaluated in terms of VMT per capita, with project results compared to established VMT thresholds to determine significance of project impacts. Transit Priority Area (TPA) Any project that includes in its geographic bounds a portion of an existing or planned Transit Priority Area (i.e., the project is within a ½ mile of an existing or planned major transit stop or an existing stop along a high-quality transit corridor) may employ VMT as its primary metric of transportation impact for the entire project. A high-quality transit corridor is defined as a corridor with fixed route bus service with service intervals no longer than 15 minutes during peak commute hours. 4.3.2 Recommendations Regarding Significance Thresholds Lead agencies have the discretion to set or apply their own thresholds of significance. However, the criteria for determining the significance of transportation impacts should promote: Reduction of greenhouse gas emissions; Development of multimodal transportation networks; and A diversity of land uses Given that the City had not yet adopted VMT thresholds at the time the Project’s VMT analysis was prepared, the OPR Technical Advisory methodology was used for the Project’s VMT analysis: LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 10 Residential Projects: A proposed project exceeding a level of fifteen percent (15%) below existing VMT per capita may indicate a significant transportation impact. Existing VMT per capita may be measured as Regional VMT per capita or as City VMT per capita. Thus, for this analysis, the minimum threshold of significance for determination of the Project’s transportation impact is 15% or less of the Regional VMT per capita. Any project whose VMT per capita is 15% or more below the Regional mean is presumed to be less than significant. This approach is consistent with the approved TSG. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 11 5.0 VMT ANALYSIS 5.1 Local Agency Transition to SB743 In June 2020, the City of Chula Vista adopted their Transportation Study Guidelines (TSG) to comply with Senate Bill 743, which replaced Level of Service (LOS) with Vehicle Miles Traveled (VMT) as the metric for determining the significance of a project’s transportation impacts under the California Environmental Quality Act (CEQA). - Since the VMT analysis for the Project was prepared prior to formal adoption of the City’s TSG, LLG consulted with City of Chula Vista staff and was instructed to utilize OPR guidance from the Technical Advisory and San Diego ITE Regional Guidelines to develop significance thresholds and technical methodologies for the Project. 5.2 Significance Criteria Guidance from OPR’s Technical Advisory is used to establish a significance threshold of a minimum 15% reduction or more from the Regional average VMT per capita for this residential evaluation. That means that if the Project’s VMT per capita is more than 15% below the regional average, no significant transportation impact would result. This approach is consistent with the approved TSG. 5.3 Map-Based Screening Prior to any detailed project-specific VMT analysis, OPR allows for the use of a “map-based screening” (screening map) to identify if a project would result in a less-than-significant impact. The City of Chula Vista’s screening map which has been developed for their forthcoming VMT guidelines was utilized for the Project. This map provides VMT per capita evaluation for locations throughout the City, and accounts for surrounding land uses, population density, and transportation infrastructure in accordance with OPR guidelines. These elements collectively shape mobility behavior and provide a strong indication of expected project VMT. In general, higher density and mix of land uses with access to mobility options are expected to generate lower VMT. 5.3.1 Screening Map Results The City of Chula Vista’s VMT Screening Tool (screening map) allows for a search by address of properties within the City of Chula Vista. The data presented in the screening map includes: Census Tract VMT per capita Percent of regional mean Residents Description of VMT results LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 12 Figure 5–1 shows a screen capture of the overall screening map. This figure shows the project location, the City boundaries, and the TPAs and HQTCs identified within the City. The data represented on this map follows the OPR guidance and displays VMT efficient areas that are 85% or less of the SANDAG regional average. The data shown is based on the SANDAG Series 13 Activity Based Model #1 (ABM1) for the base year of the model (2012). As shown on Figure 5–1, the Project site is not fully located within a HQTC or TPA. A small portion of the Project site is within 0.5 miles (as the crow flies) of a High-quality Transit Corridor. Given the layout of the street network, pedestrians would have to walk more than one-mile from the project access driveway onto Olympic Parkway to the nearest bus stop on an HQTC line (route 712). Therefore, the project is not eligible for transit-based screening and a VMT per capita analysis was conducted as described below. It should be noted that the SANDAG Series 14 ABM 2, including the base year 2016 VMT per employee by census tract data, was subsequently released following the preparation of the VMT analysis for the Project. The VMT analysis for the Project was performed based on Series 13 ABM 1, since Series 14 had not yet been released at the time the analysis was started. 5.4 VMT Analysis In order to calculate the VMT per capita for the baseline and the Project, the SANDAG Series 13 Year 2020 Travel Demand Model was used. The model generates a land use-specific average trip length (residential) as well as an average daily volume, which ultimately calculates the total residential VMT per capita, both regionwide and for the Project. The SANDAG Series 13 Year 2020 Travel Demand Model results are included in Appendix I. Table 5–1 summarizes the Regional average baseline VMT results provided by SANDAG using the Series 13 model. As seen in Table 5–1, the Regional average baseline VMT per capita is 16.4 miles per resident. For the purpose of determining the significance of VMT impacts, the Project VMT per capita would need to be 85% below the Regional average, which equates to 13.9 VMT per capita. Similar to the Regional average baseline calculations, the Project VMT per capita was determined. However, since the Project site is currently zoned for industrial use, is coded as such in the SANDAG model, and it is difficult to accurately override the zoned land uses, a proxy site located just a few hundred feet north of the Project site with similar residential land use characteristics was used to determine the expected VMT per resident. The proxy site is Traffic Analysis Zone (TAZ) 4728. It contains single-family residential units and is located immediately north of the Project site on Olympic Parkway. Typically trip lengths associated with residential uses are approximately 8.0 miles, therefore the use of a proxy site just a few hundred feet away would still result in an accurate VMT calculation. In addition, per SANDAG’s (Not So) Brief guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002, single- family and multi-family residential units have the same trip lengths, so the difference in unit type between the proxy site and the Project site is not relevant. The proxy site does not have direct access LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 13 to Olympic Parkway, but this results in longer trip lengths (and therefore more VMT) as compared to the Project sire, and therefore the VMT analysis is conservative. Lastly, OPR and SANDAG do not differentiate VMT between multi-family and single-family land uses so the fact that the proxy site contains single-family uses is not relevant. As shown in Table 5–1, the Project average VMT per capita for TAZ 4728 is calculated at 14.1 VMT per resident. Since the Project VMT per capita is higher than 85% of the Regional average, a significant VMT impact is calculated. The results of the Project VMT comparison indicate that the Project would exceed the significance threshold by 1.4%. This would require a reduction of 1.4% or more to reduce the VMT to below the significance threshold. TABLE 5–1 PROJECT VEHICLE MILES TRAVELED ANALYSIS VMT per Resident Geography Residents Total Trips Person Miles of Travel Vehicle Miles of Travel VMT per Resident San Diego Region 3,435,715 12,302,411 77,559,665 56,353,219 16.4 Significance Threshold (85% of Regional Average VMT) 13.9 Project Site a 2,053 7,173 41,393 28,780 14.1 Exceeds Threshold? Yes Footnotes: a. Since the Project site is currently zoned for industrial use, and is coded as such in the SANDAG model, a proxy site in the vicinity with similar characteristics was used to determine the expected VMT per resident. The proxy site is Traffic Analysis Zone (TAZ) 4728, and is located immediately north of the Project site on Olympic Parkway. Source: SANDAG, February, 2020 Chula Vista Overall VMT Screening Map Sunbow Planning Area 23 Amendment Figure 5-1N:\3199\Figure Date: 8/6/2020 Time: 4:09 PM Project Site TAZ 4728 Census Tract:13310 VMT Per Capita:18.03 Percent of Mean:102.43 Description:100% to 125%of Regional Mean City Boundary TransitPriorityArea High Quality Transit Corridors ¯ LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 15 6.0 VMT IMPACTS SUMMARY & MITIGATION MEASURES Based on the screening map review and the Project specific VMT analysis presented in Section 5, a significant transportation impact is calculated. Several quantifiable Transportation Demand Management (TDM) strategies can be used to mitigate a project’s VMT impacts. TDM strategies can be quantified using methodologies described in Quantifying Green House Gas Mitigation Measures published by the California Air Pollution Control Officers Association (CAPCOA) in 2010. The transportation demand management measures identified in the CAPCOA document that would potentially mitigate residential project impacts are grouped into five (5) categories: 1. Land Use/ Location (“LUT” series measures) 2. Neighborhood/ Site Enhancement (“SDT” series measures) 3. Parking Policy/ Pricing (“PDT” series measures) 4. Commute Trip Reduction Programs (“TRT” series measures) 5. Transit System Improvements (“TST” series measures) Upon review of the various categories and their respective measures, some Land Use/ Location series measures would apply to the overall Project VMT of 14.1 VMT per capita based on the intrinsic characteristics of the Project (e.g. suburban infill, proximity to transit, schools, employment, etc.). The overall maximum reduction of all Transportation Measures combined is 15%. 6.1 Trip Reduction Strategies While many of the CAPCOA Measures were considered applicable to the Project, the following Land Use / Location series measure was selected to mitigate the Project’s VMT impact: LUT-1: Increase Density – Designing the Project with increased densities, where allowed by the General Plan and / or Zoning Ordinance reduces GHG emissions associated with traffic in several ways. Density is usually measured in terms of persons, jobs, or dwelling units per unit area. Increased densities affect the distance people travel and provide greater options for the mode of travel they choose. This measure is applicable to the Project because it proposes 718 multi-family residential dwelling units with a density of 16.3 units per acre, whereas the calculated VMT per resident of 14.1 is based on a proxy site where the residential dwelling units are exclusively single family. 6.2 VMT Reduction Analysis Figure 6–1 illustrates a chart that outlines the maximum reduction at all levels and the global reduction given the Project setting as provided in the CAPCOA report as Chart 6-2. The calculations provided in the CAPCOA methodology for the recommended measure produces a VMT reduction based on the number of dwelling units per acre. Based on a density of 16.3 units per acre the VMT LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 16 reduction is 8.0%. This mitigation exceeds the Project’s 1.4% VMT impact and is therefore considered sufficient to reduce the Project’s VMT impact to less than significant. Appendix G contains the CAPCOA VMT calculations and excerpts from the CAPCOA report. Table 6–1 summarizes the VMT mitigation results. TABLE 6–1 PROJECT VMT MITIGATION RESULTS Mitigation Measure Range of Effectiveness DU / Acre Resulting VMT Reduction Project VMT to be Reduced Impact Fully Mitigated? LUT-1: Increase Density 0.8-30.0% VMT 16.3 8.0% 1.4% Yes General Notes: 1. Results based on methodology from Quantifying Green House Gas Mitigation Measures (CAPCOA – 2010) In addition, the following trip reduction strategies will be implemented as Project features and conditions of approval, with implementation required at 50% occupancy. These strategies will further reduce the number of automobile trips generated by residents of the Project and the distance that the residents drive: Provide Ride Share coordination services thru the Project’s Home Owner’s Association to match residents interested in carpooling. Coordinate with near-by schools and / or the Project’s Home Owner’s Association to match residents interested in carpooling to / from schools. Provide on-site transit opportunities information. Encourage bicycling by providing on-site bicycle infrastructure such as bike racks. Figure 19-2Transportation Strategies Organization Fanita RanchN:\2462\FiguresDate: 12/17/19TransportaƟon Strategies OrganizaƟonFigure 6-1Sunbow II, Phase 3N:\3199\FiguresDate: 06/10/20 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 18 7.0 LOCAL MOBILITY ANALYSIS STUDY AREA, ANALYSIS APPROACH AND METHODOLOGY In addition to the VMT analysis presented above, a Project-Specific Local Mobility Analysis (LMA) was also prepared that focuses on automobile delay and LOS. The LOS analysis was conducted to identify Project effects on the roadway operations in the Project study area and recommend Project improvements to address noted deficiencies; however, the CEQA impact significance determination for the proposed Project is based only on VMT and not on LOS. 7.1 Study Area The following study area was developed based on the anticipated assignment of Project traffic and locations which will carry the most Project traffic, per City of Chula Vista staff coordination and scoping meetings. INTERSECTIONS 1. Olympic Parkway / I-805 Southbound Ramps 2. Olympic Parkway / I-805 Northbound Ramps 3. Olympic Parkway / Oleander Avenue 4. Olympic Parkway / Brandywine Avenue 5. Olympic Parkway / Project Driveway (West) 6. Olympic Parkway / Project Driveway (East) 7. Olympic Parkway / Heritage Road 8. Olympic Parkway / Santa Venetia Street 9. Olympic Parkway / La Media Road STREET SEGMENTS Olympic Parkway 1. West of I-805 Ramps 2. I-805 Ramps to Oleander Avenue 3. Oleander Avenue to Brandywine Avenue 4. Brandywine Avenue to Project Driveway (West) 5. Project Driveway (West) to Project Driveway (East) 6. Project Driveway (East) to Heritage Road 7. Heritage Road to Santa Venetia Street 8. Santa Venetia Street to La Media Road 9. La Media Road to Palomar Street LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 19 7.2 Analysis Scenarios This study includes analysis of the following scenarios: Existing Existing + Project Near-Term without Project Near-Term with Project Year 2035 7.3 Analysis Methodology There are various methodologies used to analyze signalized intersections and unsignalized intersections. The measure of effectiveness for intersection operations is Level of Service (LOS), which denotes the operating conditions which occur at a given intersection under various traffic volume loads. LOS is a qualitative measure used to describe a quantitative analysis considering factors such as roadway geometries, signal phasing, speed, travel delay, freedom to maneuver, and safety. LOS provides an index to the operational qualities of a roadway segment or an intersection. Levels of service designations range from A to F, with LOS A representing the best operating conditions and LOS F representing the worst. LOS designation is reported differently for signalized and unsignalized intersections. In the 2010 Highway Capacity Manual (HCM), LOS for signalized intersections is defined in terms of delay. The LOS analysis results in seconds of delay expressed in terms of letters A through F. Delay is a measure of driver discomfort, frustration, fuel consumption, and lost travel time. Table 7–1 summarizes the signalized intersections levels of service descriptions. Table 7–2 depicts the intersection LOS and corresponding delay ranges, which are based on overall intersection delay (signalized intersections) and the average control delay for any particular minor movement (unsignalized intersections), respectively. LOS relative to signalized intersection is further described below. LOS 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. LOS 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. LOS 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 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 20 at this level, although many still pass through the intersection without stopping. LOS D describes operations with delay in the range 35.1 seconds and 55.0 seconds per vehicle. At LOS D, the influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or higher volume (demand) / capacity (v/c) ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are frequent. LOS 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. LOS 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. TABLE 7–1 INTERSECTION LEVEL OF SERVICE DESCRIPTIONS Level of Service Description A Occurs when progression is extremely favorable and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. B Generally, occurs with good progression and/or short cycle lengths. More vehicles stop than for LOS A, causing higher levels of average delay. C Generally, results when there is fair progression and/or longer cycle lengths. Individual cycle failures may begin to appear in this level. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. D Generally, results in noticeable congestion. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high volume-to-capacity ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. E Considered to be the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high volume-to-capacity ratios. Individual cycle failures are frequent occurrences. F Considered to be unacceptable to most drivers. This condition often occurs with over saturation i.e. when arrival flow rates exceed the capacity of the intersection. It may also occur at high volume-to-capacity ratios below 1.00 with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing causes to such delay levels LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 21 TABLE 7–2 INTERSECTION LOS & DELAY RANGES LOS Delay (seconds/vehicle) Signalized Intersections A ≤ 10.0 B 10.1 to 20.0 C 20.1 to 35.0 D 35.1 to 55.0 E 55.1 to 80.0 F ≥ 80.1 Source: Highway Capacity Manual 7.3.1 Signalized Intersections For signalized intersections, LOS 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. Actual traffic signal timing data for each location was obtained from City of Chula Vista records, and inputted into the respective intersections. Signalized intersections were analyzed under AM and PM peak hour conditions. Average vehicle delay was determined using the methodology from Chapter 19 of the Highway Capacity Manual 6th Edition (HCM 6), with the assistance of the Synchro (version 10) computer software. 7.3.2 Street Segments Street segment analysis is based upon the comparison of average daily traffic volumes (ADTs) to the City of Chula Vista’s Roadway Classification, Level of Service, and ADT Table. This table provides segment capacities for different street classifications, based on traffic volumes and roadway characteristics. The City of Chula Vista’s Roadway Classification, Level of Service and ADT table is shown in Table 7–3. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 22 TABLE7–3 CITY OF CHULA VISTA ROADWAY CAPACITY STANDARDS AVERAGE DAILY VEHICLE TRIPS Road Level Of Service (LOS) Class X-Section V/C Ratio A (0.6) B (0.7) C (0.8) D (0.9) E (1.0) Expressway 104/128 52,000 61,300 70,000 78,800 87,500 Prime Arterial 104/128 37,500 43,800 50,000 56,300 62,500 Major Street (6 lanes) 104/128 30,000 35,000 40,000 45,000 50,000 Major Street (4 lanes) 80/104 22,500 26,300 30,000 33,800 37,500 Class I Collector 74/94 16,500 19,300 22,000 24,800 27,500 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 23 8.0 EXISTING MOBILITY CONDITIONS Effective evaluation of the traffic effects associated with the proposed Project requires an understanding of the existing transportation system within the project area. Figure 8–1 shows an existing conditions diagram, including signalized intersections and lane configurations. 8.1 Existing Roadway Conditions The following is a description of the major roadways located within the immediate vicinity of the Project site at the time of the existing counts. Olympic Parkway is classified as a Prime Arterial in the City of Chula Vista Circulation Plan. It is built as a six-lane divided road with three lanes westbound and three lanes eastbound and a raised median. The posted speed limit is 45 mph from I-805 to Brandywine Avenue and 50 mph east of Brandywine Avenue. Oleander Avenue is classified as a two-lane collector street in the City of Chula Vista Circulation Plan. It is built as a two-lane undivided road with one lane northbound and one lane southbound. The posted speed limit is 25 mph. Brandywine Avenue is classified as a Class I collector in the City of Chula Vista Circulation Plan. It is built as a four-lane undivided road with two lanes northbound and two lanes southbound north of Olympic Parkway, and as a two-lane undivided road with one lane northbound and one lane southbound south of Olympic Parkway. The posted speed limit is 40 mph north of Olympic Parkway and 35 mph south of Olympic Parkway. Heritage Road is classified as a Prime Arterial in the City of Chula Vista Circulation Plan. Currently it is built as a six-lane divided road with three lanes northbound and three lanes southbound. The posted speed limit is 40 mph. Santa Venetia Street is classified as a two-lane collector in the City of Chula Vista Circulation Plan. Currently it is built as a two-lane undivided road with one lane northbound and one lane southbound, south of Olympic Parkway. The assumed speed limit is 25 mph. La Media Road is classified as a Prime Arterial in the City of Chula Vista Circulation Plan. Currently it is built as a six-lane divided road with three lanes northbound and three lanes southbound. The posted speed limit is 45 mph. 8.2 Existing Intersection Traffic Volumes Weekday daily, and AM and PM peak hour intersection turning movement volume counts were commissioned on Thursday, January 16, 2020. The intersection counts were conducted between the hours of 7:00-9:00 AM and 4:00-6:00 PM to capture peak commuter activity. Area schools were in session during the time of the counts. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 24 Traffic signal timing sheets were obtained from the City of Chula Vista and Caltrans and used in the intersection analyses. Appendix A contains the count sheets and signal timing sheets. Figure 8–2 shows the existing traffic volumes. 8.3 Existing Bicycle Network There is a Class 2 bike lane on Olympic Parkway between Oleander Avenue and Lake Crest Drive. There is a Class 2 bike lane on Brandywine Avenue beginning at Telegraph Canyon Road and ending at Main Street. There is a Class 2 bike lane on Heritage Road beginning at Telegraph Canyon Road and ending at Main Street. Class 2 bike lanes are provided on both sides of La Media Road beginning at Telegraph Canyon Road and ending at Santa Luna Street. 8.4 Existing Pedestrian Conditions Sidewalks are provided along both sides of Olympic Parkway, Oleander Avenue, Brandywine Avenue, Santa Venetia Street, and La Media Road. Sidewalks are also provided on both sides of Heritage Road. The Chula Vista Regional Trail is located along the west side of Heritage Road south of Olympic Parkway. Four signalized crosswalks with ramps on each corner are located adjacent to the Project site at the intersection of Olympic Parkway and Brandywine Avenue. 8.5 Existing Transit Conditions The Project area is served by transit provided by the San Diego Metropolitan Transit System (MTS). There are no bus routes that travel directly along Olympic Parkway within the Project study area. The following five (5) MTS bus routes serve the general study area: Route 225 runs from the Otay Mesa Transit Center to the Santa Fe Depot Transit Center via Broadway, I-805, and SR-125, as well as other streets that are not near the Project study area. There are 11 stops along this route with destinations to the East Palomar Transit Station, City College Transit Center, and the Santa Fe Depot. Route 225 currently operates Monday through Friday from 4:49 AM through 10:13 PM departing from the Otay Mesa Transit Center and from 6:08 AM through 11:39 PM departing from The Santa Fe Depot Transit Center. Saturday and Sunday route schedule begins at 4:49 AM through 10:11 AM departing from the Otay Mesa Transit Center and begins at 6:08 AM to 11:37 PM departing from the Santa Fe Depot Transit Center. Route 225 operates on observed holidays with a Saturday or Sunday schedule. Weekday schedules include 30-minute headways. Weekend schedules include 30-minute headways. Route 704 runs from the E Street Transit Center to the Palomar Street Transit Center via East Orange Avenue, Brandywine Avenue, and East Palomar Street, as well as other streets that are not near the project study area. There are 48 stops along this route with LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 25 destinations to the Chula Vista Public Library, Civic Center, Memorial Park, Sharp CV Medical Center, South County Regional Center, and the Veterans Home. Route 704 currently operates Monday through Friday from 6:03 AM through 8:20 PM departing from the E Street Transit Center and from 5:28 AM through 9:00 PM departing from The Palomar Street Transit Center. Saturday route schedule begins at 6:26 AM through 8:25 AM departing from the E Street Transit Center and begins at 6:28 AM to 8:29 PM departing from the Palomar Street Transit Center. Sunday schedule begins at 7:22 AM through 6:22 PM departing from Sharp Medical Center and begins at 7:30 AM through 6:30 PM departing from the Palomar Street Transit Center. Route 704 operates on observed holidays with a Saturday or Sunday schedule. Weekday schedules include 30-minute headways. Weekend schedules include 1-hour headways. Route 707 runs from Eastlake Parkway and Olympic Parkway to Southwestern College via East H Street and Eastlake Parkway. There are 26 stops along this route with destinations to Bonita Vista High School, Eastlake High School, Eastlake Village Center, Otay Ranch Town Center, and Southwestern College. Route 707 currently operates Monday through Friday from 5:02 AM through 7:14 PM departing from Eastlake Parkway & Olympic Parkway and from 6:31 AM through 7:23 PM departing from Southwestern College. Weekday schedules include 30-minute headways. Route 707 does not operate on weekends or observed holidays. Route 709 runs from the H Street Transit Center to Eastlake Parkway & Olympic Parkway via East H Street, East Palomar Street, and La Media Road, as well as other streets that are not near the project study area. There are 22 stops along this route with destinations to Bonita Vista High School, Hilltop High School, Otay Ranch Town Center, Scripps Hospital and Southwestern College. Route 709 currently operates Monday through Friday from 5:49 AM through 10:22 PM departing from the H Street Transit Center and from 4:52 AM through 10:06 PM departing from Eastlake Parkway & Olympic Parkway. Saturday route schedule begins at 6:22 AM through 9:55 AM departing from the H Street Transit Center and begins at 5:37 AM to 9:37 PM departing from Eastlake Parkway & Olympic Parkway. Sunday schedule begins at 6:51 AM through 8:07 PM departing from the H Street Transit Center and begins at 6:37 AM through 7:50 PM departing from Eastlake Parkway & Olympic Parkway. Route 709 operates on observed holidays with a Saturday or Sunday schedule. Weekday schedules include 30-minute headways. Weekend schedules include 1-hour headways. Route 712 runs from the Palomar Street Transit Center to Southwestern College via Palomar Street and East Palomar Street. There are 26 stops along this route with destinations to Castle Park Middle School, Castle Park High School, Heritage Park, Palomar High School, Sharp Medical Center, and Veterans Park. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 26 Route 712 currently operates Monday through Friday from 5:45 AM through 9:26 PM departing from the Palomar Street Transit Center and from 6:19 AM through 10:09 PM departing from Southwestern College. Saturday route schedule begins at 6:30 AM through 8:30 PM departing from the Palomar Street Transit Center and begins at 6:19 AM to 8:19 PM departing from Southwestern College. Sunday schedule begins at 8:00 AM through 7:00 PM departing from the Palomar Street Transit Center and begins at 6:49 AM through 6:48 PM departing from Southwestern College. Route 712 operates on observed holidays with a Saturday or Sunday schedule. Weekday schedules include 30- minute headways. Weekend schedules include 1-hour headways. S . D . C O U N T Y S . D . C O U N T Y C H U L A V I S TA C H U L A V I S TA Ma x Av eSantaVenetiaSt BrandywineAveE J St P a s e o L a d era E N a p le sS tOl eanderAvePaseoDelReyLaMediaRdEPalom arStH e rit a g e RdBirch Rd MelroseAve OlympicPkyPa s e o Ra n c h e r o L a Me d i a Rd Her i t ageRdO lym picPkyE O ra n g e A v eELSt Telegraph CanyonRd 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 §¨805 Time: 9:57 AMDate: 1/21/2021N:\3199\Figures Existing Conditions DiagramFigure 8-1 [ Sunbow II, Phase 3 Project Site????Êe e e Êe e e Êe e e Êe e e Êe e e Êe e e Êe e eOlympic Pkwy Olympic Pkwy Brandywine AveHeritage RdI-805 NB RampsW. Proj DwyOlympic PkwyE. Orange Ave E. Proj DwyI-805 SB RampsLa Media RdOleander AveOlympic Pkwy Olympic PkwyOlympic PkwyOlympic Pkwy Santa Venetia StOlympic Pkwy Olympic PkwyDKLDDJJJJLJKLDGLDDJJDJJKDKDJJKFLDJJKDJLDJJJLDJLDDJL dldJJJ DDLJJKDJJJDDJJJL JJJlddl JJJlDDJJJL dJJJDDJJJLDDJJJLLDDJJJLDJJJLLDDJJJLL1234 876 5 9 40mph4D BLBL25mph2UBLBL4D 25mph2UB L B L 35mph2UBLBL40mph4D BLBL40mph4UBLBL50mph6D BL BL 50mph6DBLBL4 0 m p h 6 D 6D 50mph6DBLBL2U45mph6D B L B L 6D BLBL45mphStudy Intersection Traffic Signal Stop Sign Turning Movements Number of Travel Lanes Divided/Undivided Roadway Posted Speed Limit Bike Lane Future Movement # 2/4/6 D / U 35mph DJL STOP BL djl S .D . C O U N T YS.D . C O U N T Y C H U L A V I S T ACHULA V I S T A Ma x Av eSantaVenetiaSt BrandywineAveE J St P a s e o L a d era E N a p le sS tOl eanderAvePaseoDelReyLaMediaRdEPalom arStH e rit a g e RdBirch Rd MelroseAve OlympicPkyPa s e o Ra n c h e r o L a Me d i a Rd Her i t ageRdO lym picPkyE O ra n g e A veELSt Telegraph CanyonRd 67,980 34,5605 4 ,8 2 0 54,8 2 0 53,68047,6102 5 ,0 6 0 56,80054,8201 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 §¨805 Time: 9:49 AMDate: 6/10/2020N:\3199\Figures Existing Traffic VolumesFigure 8-2 [ Sunbow II, Phase 3 Project Site????LLJDJDJJLJDD J L LJDLJDLJDD LJLJDDLJDLJD LJJJJJLJDLJDLJD LJDJDLD LJLJDLJDLJD LJDOlympic PkwyOlympic Pkwy Brandywine AveI-805 NB RampsLa Media RdW. Proj DwyE. Orange Ave Olympic Pkwy E. Proj DwyHeritage RdI-805 SB RampsOleander AveOlympic PkwyOlympic PkwyOlympic Pkwy Olympic PkwyOlympic Pkwy Santa Venetia StOlympic Pkwy 394 / 383397 / 7998 / 2673 / 1,257750 / 769814 / 655 836 / 819 1,397 / 1,0961,235 / 686 1,054 / 1,732 208 / 350496 / 389 2 / 3814 / 882136 / 13229 / 2821 / 2012 / 122,124 / 1,59536 / 9 55 / 1417 / 14185 / 5270 / 179 120 / 1131,562 / 2,326 221 / 199160 / 180153 / 166197 / 258 276 / 1412,005 / 1,389283 / 193 190 / 247132 / 15649 / 4433 / 731,471 / 1,920 2,564 / 1,723 1,814 / 2,333 2,564 / 1,723 1,814 / 2,333 274 / 174263 / 172496 / 423457 / 3041,682 / 1,21990 / 98 105 / 114240 / 186298 / 152136 / 2381,445 / 1,811182 / 225 1,821 / 1,475123 / 24 102 / 48397 / 157428 / 3811,519 / 2,098 203 / 175561 / 264115 / 16593 / 1201,059 / 993145 / 62 146 / 48597 / 329667 / 437464 / 490704 / 1,324310 / 254 1 2 3 4 876 5 9 4 0 m p h 4 D x,xxx Street Segment ADT Study Intersections Intersection AM/PM Peak Hour Volumes # D JL XX,XXX LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 29 9.0 SUBSTANTIAL EFFECT CRITERIA Traffic effects will be defined as either project specific effects or cumulative effects. Project specific effects are those effects for which the addition of project trips result in an identifiable degradation in LOS on intersections, triggering the need for specific project-related improvement strategies. Cumulative effects are those in which the project trips contribute to a poor LOS, at a level that falls below the Project-specific effect threshold. Criteria for determining whether the project results in either project specific or cumulative effects on intersections in the City of Chula Vista are as follows: 9.1 Short-Term (Study Horizon Year 0 To 4) 9.1.1 Intersections a. Project specific effect if both the following criteria are met: i. Level of service is LOS E or LOS F. ii. Project trips comprise 5% or more of entering volume. b. Cumulative effect if only (i) is met. 9.1.2 Street Links/Segments If the planning analysis using the volume to capacity ratio indicates LOS C or better, there is no effect. If the planning analysis indicates LOS D, E, or F, the GMOC method shall be utilized. The following criteria would then be utilized. a. Project specific effect if all the following criteria are met: i. Level of service is LOS D for more than 2 hours or LOS E/F for 1 hour ii. Project trips are 5% or more of segment volume iii. Project adds greater than 800 ADT to the segment b. Cumulative effect if only (i) is met. 9.2 Long-Term (Study Horizon Year 5 and Later) 9.2.1 Intersections a. Project specific effect if all the following criteria are met: i. Level of service is LOS E or LOS F. ii. Project trips comprise 5% or more of entering volume. b. Cumulative effect if only (i) is met. 9.2.2 Street Links/Segments Use the planning analysis using the volume to capacity ratio methodology only. The GMOC analysis methodology is not applicable beyond a four-year horizon. a. Project specific effect if all the following criteria are met: i. Level of service is LOS D, E or F. ii. Project trips are 5% or more of segment volume iii. Project adds greater than 800 ADT to the segment LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 30 b. Cumulative effect if only (i) is met. However, if the intersections along a LOS D or LOS E segment all operate at LOS D or better, the segment effect is considered not substantial since intersection analysis is more indicative of actual roadway system operations than street segment analysis. If segment Level of Service is LOS F, effect is substantial regardless of intersection LOS. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 31 10.0 ANALYSIS OF EXISTING CONDITIONS 10.1 Peak Hour Intersection Analysis Table 10–1 summarizes the peak hour intersection operations under Existing conditions in the study area. As shown, the study area intersections are calculated to currently operate acceptably at LOS D or better during the AM and PM peak hours, with the exception of the following: Olympic Parkway / I-805 Southbound Ramps (LOS F during the PM peak hour) Olympic Parkway / I-805 Northbound Ramps (LOS F during the AM peak hour) Appendix B contains the Existing intersection analysis worksheets. 10.2 Daily Street Segment Operations Table 10–2 summarizes the Existing street segment operations along the key study area roadways. As shown, the study area street segments are calculated to currently operate acceptably at LOS C or better, with the exception of the following: Olympic Parkway: I-805 Ramps to Oleander Avenue (LOS F) Olympic Parkway: Oleander Avenue to Brandywine Avenue (LOS E) Olympic Parkway: Brandywine Avenue to Project Driveway (West) (LOS D) Olympic Parkway: Project Driveway (West) to Project Driveway (East) (LOS D) Olympic Parkway: Project Driveway (East) to Heritage Road (LOS D) Olympic Parkway: Heritage Road to Santa Venetia Street (LOS D) LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 32 SIGNALIZED DELAY/LOS THRESHOLDS Delay LOS 0.0 ≤ 10.0 A 10.1 to 20.0 B 20.1 to 35.0 C 35.1 to 55.0 D 55.1 to 80.0 E ≥ 80.1 F TABLE 10–1 EXISTING INTERSECTION OPERATIONS Intersection Control Type Peak Hour Existing Delaya LOSb 1. Olympic Parkway/ I-805 Southbound Ramps Signal AM 43.6 D PM 87.3 F 2. Olympic Parkway / I-805 Northbound Ramps Signal AM >100 F PM 45.6 D 3. Olympic Parkway / Oleander Avenue Signal AM 26.6 C PM 7.2 A 4. Olympic Parkway / Brandywine Avenue Signal AM 43.6 D PM 32.8 C 5. Olympic Parkway / Project Driveway (West) DNEc AM - - PM - - 6. Olympic Parkway / Project Driveway (East) DNEc AM - - PM - - 7. Olympic Parkway / Heritage Road Signal AM 45.8 D PM 36.2 D 8. Olympic Parkway / Santa Venetia Street Signal AM 14.4 B PM 8.2 A 9. Olympic Parkway / La Media Road Signal AM 53.5 D PM 39.1 D Footnotes: b. Average delay expressed in seconds per vehicle. c. Level of Service. d. Intersection does not exist under Existing conditions LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 33 TABLE 10–2 EXISTING STREET SEGMENT OPERATIONS Street Segment Functional Classification Capacity (LOS C) a Existing ADTb LOSc Olympic Parkway West of I-805 Ramps 4-Lane Major 30,000 25,060 B I-805 Ramps to Oleander Avenue 6-Lane Prime 50,000 67,980 F Oleander Avenue to Brandywine Avenue 6-Lane Prime 50,000 56,800 E Brandywine Avenue to Project Driveway (West) 6-Lane Prime 50,000 54,820 D Project Driveway (West) to Project Driveway (East) 6-Lane Prime 50,000 54,820 D Project Driveway (East) to Heritage Road 6-Lane Prime 50,000 54,820 D Heritage Road to Santa Venetia Street 6-Lane Prime 50,000 53,680 D Santa Venetia Street to La Media Road 6-Lane Prime 50,000 47,610 C La Media Road to Paloma Street 6-Lane Prime 50,000 34,560 A Footnotes: a. Capacities based on City of Chula Vista Roadway Classification Table. b. Average Daily Traffic Volumes. c. Level of Service. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 34 11.0 TRIP GENERATION/DISTRIBUTION/ASSIGNMENT 11.1 Trip Generation Trip generation rates were obtained from the (Not So) Brief guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002 by SANDAG. The trip rates for Condominiums were used to estimate the Project trip generation. The proposed Project currently includes the construction of 718-multi-family units. However, the analysis conducted for the Project’s Local Mobility assessment assumes 720-multi-family units. This is a conservative approach as it assumes two additional dwelling units as compared to the currently proposed Project. Table 11–1 summarizes the trip generation for the Project, assuming 720-multi-family units. As shown in Table 11–1, the Project is calculated to generate 5,760 daily trips with a total of 461 trips during the AM peak hour (92 inbound/ 369 outbound trips) and 576 trips during PM peak hour (403 inbound/ 173 outbound trips). TABLE 11–1 PROJECT TRIP GENERATION Use Quantity Daily Trip Ends (ADTS)a AM Peak Hour PM Peak Hour Rate b Volume % of ADT In:Out Split Volume % of ADT In:Out Split Volume In Out In Out Condominiums 720 Units 8 / Unit 5,760 8% 20:80 92 369 10% 70:30 403 173 Footnotes: a. Average Daily Trips b. Trip Generation Rate from the SANDAG’s Not So Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, 2002. 11.2 Trip Distribution and Assignment A Project-specific SANDAG Select Zone model was used to estimate the Project’s distribution with adjustments made to account for the locations of the proposed access points, traffic patterns observed from the existing traffic counts, and the locations of employment centers and retail opportunities. Figure 11–1 shows the distribution of the Project trips. Figure 11–2 shows the Project traffic volumes. Figure 11-3 shows the Existing with Project traffic volumes. The unadjusted SANDAG Select Zone model run is included in Appendix F. S .D . C O U N T YS.D . C O U N T Y C H U L A V I S T ACHULA V I S T A Ma x Av eSantaVenetiaSt BrandywineAveE J St P a s e o L a d era E N a p le sS tOl eanderAvePaseoDelReyLaMediaRdEPalom arStH e rit a g e RdBirch Rd MelroseAve OlympicPkyPa s e o Ra n c h e r o L a Me d i a Rd Her i t ageRdO lym picPkyE O ra n g e A v eELSt Telegraph CanyonRd 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 §¨805 Time: 9:50 AMDate: 6/10/2020N:\3199\Figures Project Traffic DistributionFigure 11-1 [ Sunbow II, Phase 3 Project Site????DjdJjlLJ DljdLJ DJljdL jDld LJJDld LjLJD ljdJjLJD ljdOlympic PkwyOlympic Pkwy Brandywine AveI-805 NB RampsLa Media RdW. Proj DwyE. Orange Ave Olympic Pkwy E. Proj DwyHeritage RdI-805 SB RampsOleander AveOlympic PkwyOlympic PkwyOlympic Pkwy Olympic PkwyOlympic Pkwy Santa Venetia StOlympic Pkwy 1 2 3 4 876 5 9 10%10%20%30%5%50%5% 10%60%5%25%10%50%15%25%10% 3%16%6%16% 1%11%4%30%10%10%40%5%5%50%10%60%5%10% 50%25% 10%15% 25%6%16%3%16%4%11%1%Study Intersection Inbound Trip Distribution Outbound Trip Distribution Regional Trip Distribution # XX % DJL djl10%10%30%5%5%5 0 %60% 7 5 %5%10%3 5 %25%6 % 3 %16%11%1%4% S .D . C O U N T YS.D . C O U N T Y C H U L A V I S T ACHULA V I S T A Ma x Av eSantaVenetiaSt BrandywineAveE J St P a s e o L a d era E N a p le sS tOl eanderAvePaseoDelReyLaMediaRdEPalom arStH e rit a g e RdBirch Rd MelroseAve OlympicPkyPa s e o Ra n c h e r o L a Me d i a Rd Her i t ageRdO lym picPkyE O ra n g e A v eELSt Telegraph CanyonRd 2 ,8 8 0 6304 ,3 2 0 2 ,0 2 0 9209205 8 0 3,4601,4401 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 §¨805 Time: 9:50 AMDate: 6/10/2020N:\3199\Figures Project Traffic VolumesFigure 11-2 [ Sunbow II, Phase 3 Project Site????DJDJJLLJ DLJDLJ DJLJDL JDLD LJJDLD LJLJD LJDJJLJD LJDOlympic PkwyOlympic Pkwy Brandywine AveI-805 NB RampsLa Media RdW. Proj DwyE. Orange Ave Olympic Pkwy E. Proj DwyHeritage RdI-805 SB RampsOleander AveOlympic PkwyOlympic PkwyOlympic Pkwy Olympic PkwyOlympic Pkwy Santa Venetia StOlympic Pkwy28 / 12137 / 1737 / 17 9 / 40 74 / 34111 / 52 9 / 4137 / 161 5 / 2018 / 9185 / 8618 / 9 4 / 2046 / 202 9 / 4055 / 242 38 / 17221 / 10418 / 9 5 / 2192 / 439 / 40 37 / 17185 / 8746 / 20223 / 101 9 / 4014 / 60 55 / 2692 / 4323 / 10137 / 17 5 / 2415 / 64 3 / 1211 / 559 / 2822 / 10 15 / 64 59 / 28 4 / 1610 / 44 1 / 44 / 241 / 1914 / 7 1 2 3 4 876 5 9 x,xxx Street Segment ADT Study Intersections Intersection AM/PM Peak Hour Volumes # D JL XX,XXX S .D . C O U N T YS.D . C O U N T Y C H U L A V I S T ACHULA V I S T A Ma x Av eSantaVenetiaSt BrandywineAveE J St P a s e o L a d era E N a p le sS tOl eanderAvePaseoDelReyLaMediaRdEPalom arStH e rit a g e RdBirch Rd MelroseAve OlympicPkyPa s e o Ra n c h e r o L a Me d i a Rd Her i t ageRdO lym picPkyE O ra n g e A veELSt Telegraph CanyonRd 70,860 35,1905 9 ,1 4 0 56,8 4 0 54,60048,5302 5 ,6 4 0 60,26056,2601 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 §¨805 Time: 9:51 AMDate: 6/10/2020N:\3199\Figures Existing + Project Traffic VolumesFigure 11-3 [ Sunbow II, Phase 3 Project Site????LLJDJDJJLJDD J L LJDLJDLJDD LJLJDDLJDLJD LJJDLD LJJDLD LJLJDLJDLJD LJDJDLD LJLJDLJDLJD LJDOlympic PkwyOlympic Pkwy Brandywine AveI-805 NB RampsLa Media RdW. Proj DwyE. Orange Ave Olympic Pkwy E. Proj DwyHeritage RdI-805 SB RampsOleander AveOlympic PkwyOlympic PkwyOlympic Pkwy Olympic PkwyOlympic Pkwy Santa Venetia StOlympic Pkwy 394 / 383397 / 7998 / 2701 / 1,378787 / 786851 / 672 845 / 859 1,471 / 1,1301,346 / 738 1,091 / 1,893 208 / 350496 / 389 2 / 3823 / 923136 / 13229 / 2826 / 4030 / 212,309 / 1,68154 / 18 59 / 3417 / 14185 / 5270 / 179 120 / 1131,608 / 2,528 221 / 199160 / 180162 / 206197 / 258 314 / 1582,226 / 1,493301 / 202 195 / 268132 / 15649 / 4433 / 731,526 / 2,162 2,656 / 1,7669 / 40 37 / 17185 / 8746 / 2021,837 / 2,434 2,573 / 1,76314 / 60 55 / 2692 / 4323 / 1011,851 / 2,350 279 / 198263 / 172496 / 423457 / 3041,697 / 1,28390 / 98 105 / 114240 / 186301 / 164147 / 2431,504 / 1,839204 / 235 1,836 / 1,539123 / 24 102 / 48397 / 157428 / 3811,578 / 2,126 207 / 191561 / 264115 / 16593 / 1201,069 / 1,037145 / 62 146 / 48597 / 329668 / 441468 / 492745 / 1,343324 / 261 1 2 3 4 876 5 9 x,xxx Street Segment ADT Study Intersections Intersection AM/PM Peak Hour Volumes # D JL XX,XXX LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 38 12.0 ANALYSIS OF EXISTING + PROJECT CONDITIONS 12.1 Peak Hour Intersection Analysis Table 12–1 summarizes the peak hour intersection operations under Existing + Project conditions in the study area. As shown, the study area intersections are calculated to continue to operate acceptably at LOS D or better during the AM and PM peak hours, with the exception of the following: Olympic Parkway / I-805 Southbound Ramps (LOS F during the PM peak hour) Olympic Parkway / I-805 Northbound Ramps (LOS F during the AM peak hour) The Project contributes less than 5% of traffic to these locations. Therefore, the Project effects are considered substantial cumulative effects. Appendix C contains the Existing + Project intersection analysis worksheets. 12.2 Daily Street Segment Operations Table 12–2 summarizes the Existing + Project street segment operations along the key study area roadways. As shown, the study area street segments are calculated to continue to operate acceptably at LOS C or better, with the exception of the following: Olympic Parkway: I-805 Ramps to Oleander Avenue (LOS F) Olympic Parkway: Oleander Avenue to Brandywine Avenue (LOS E) Olympic Parkway: Brandywine Avenue to Project Driveway (West) (LOS E) Olympic Parkway: Project Driveway (West) to Project Driveway (East) (LOS E) Olympic Parkway: Project Driveway (East) to Heritage Road (LOS D) Olympic Parkway: Heritage Road to Santa Venetia Street (LOS D) The Project contributes more than 800 ADT, but less than 5% of traffic to the following locations. Therefore, the Project effects are considered substantial cumulative effects. Olympic Parkway: I-805 Ramps to Oleander Avenue Olympic Parkway: Project Driveway (West) to Project Driveway (East) Olympic Parkway: Project Driveway (East) to Heritage Road Olympic Parkway: Heritage Road to Santa Venetia Street The Project contributes more 800 ADT and more than 5% of traffic to the following location. Therefore, the Project effects are considered substantial project specific effects. Olympic Parkway: Oleander Avenue to Brandywine Avenue Olympic Parkway: Brandywine Avenue to Project Driveway (West) LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 39 SIGNALIZED DELAY/LOS THRESHOLDS Delay LOS 0.0 ≤ 10.0 A 10.1 to 20.0 B 20.1 to 35.0 C 35.1 to 55.0 D 55.1 to 80.0 E ≥ 80.1 F TABLE 12–1 EXISTING WITH PROJECT INTERSECTION OPERATIONS Intersection Control Type Peak Hour Existing Existing with Project Project % of Entering Volume (>5%) Effect Type Delaya LOSb Delay LOS 1. Olympic Parkway / I-805 Southbound Ramps Signal AM 43.6 D 44.1 D 2.8% Cumulative PM 87.3 F 92.5 F 4.0% 2. Olympic Parkway / I-805 Northbound Ramps Signal AM >100 F >100 F 4.2% Cumulative PM 45.6 D 49.3 D 5.3% 3. Olympic Parkway / Oleander Avenue Signal AM 26.6 C 28.0 C 5.9% None PM 7.2 A 7.4 A 7.1% 4. Olympic Parkway / Brandywine Avenue Signal AM 43.6 D 43.6 D 6.3% None PM 32.8 C 36.2 D 8.0% 5. Olympic Parkway / Project Driveway (West) DNE / Signalc AM - - 11.0 B 8.2% None PM - - 22.5 C 10.8% 6. Olympic Parkway / Project Driveway (East) DNE / Signalc AM - - 17.5 B 5.0% None PM - - 19.7 B 6.6% 7. Olympic Parkway / Heritage Road Signal AM 45.8 D 47.2 D 2.0% None PM 36.2 D 36.4 D 2.7% 8. Olympic Parkway / Santa Venetia Street Signal AM 14.4 B 14.6 B 1.7% None PM 8.2 A 8.2 A 2.2% 9. Olympic Parkway / La Media Road Signal AM 53.5 D 53.8 D 1.4% None PM 39.1 D 39.5 D 1.9% Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service. c. Intersection does not exist under Existing conditions. The Project driveway will be signalized. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 40 TABLE 12-2 EXISTING WITH PROJECT STREET SEGMENT OPERATIONS Street Segment Capacity (LOS C) a Existing Existing with Project Substantial Effects Criteria Effect Type ADTb LOSc ADT LOS Project ADT > 800 Project Contribution > 5% Olympic Parkway West of I-805 Ramps 30,000 25,060 B 25,640 B 580 2.3% None I-805 Ramps to Oleander Avenue 50,000 67,980 F 70,860 F 2,880 4.1% Cumulative Oleander Avenue to Brandywine Avenue 50,000 56,800 E 60,260 E 3,460 5.7% Project Specific Brandywine Avenue to Project Driveway (West) 50,000 54,820 D 59,140 E 4,320 7.3% Project Specific Project Driveway (West) to Project Driveway (East) 50,000 54,820 D 56,840 E 2,020 3.6% Cumulative Project Driveway (East) to Heritage Road 50,000 54,820 D 56,260 D 1,440 2.6% Cumulative Heritage Road to Santa Venetia Street 50,000 53,680 D 54,600 D 920 1.7% Cumulative Santa Venetia Street to La Media Road 50,000 47,610 C 48,530 C 920 1.9% None La Media Road to Paloma Street 50,000 34,560 A 35,190 A 630 1.8% None Footnotes: a. Capacities based on City of Chula Vista Roadway Classification Table. b. Average Daily Traffic Volumes. c. Level of Service. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 41 13.0 CUMULATIVE PROJECTS 13.1 Summary of Cumulative Projects Cumulative projects are other projects in the study area that will add traffic to the local circulation system in the near future. Based on information from City of Chula Vista staff, the following projects were identified for inclusion in the near-term cumulative analysis. The following is a brief description of each of the cumulative projects in the general vicinity of the Project. Table 13-1 provides additional information on the cumulative projects’ land uses and density at buildout. 1. University Villages project encompasses Village Three North and a Portion of Village Four, Village Eight East, and Village Ten. The development program for the project is based on the Chula Vista General Plan and the approved Otay Ranch planning documents (Otay Ranch GDP, Overall Design Plan, and other SPA plans for Otay Ranch). 2. Eastern Urban Center (Millenia) project site is located east of SR 125 and west of Eastlake Parkway, south of Birch Street. Designated uses and density at buildout of the project include 2,983 multi-family residential units, regional and specialty shopping, multi-use cultural arts facilities, local parks, business parks, visitor commercial, a transit station, an elementary school, and other civic facilities. 3. Village 4 South Residential project site is planned to be located west of the future La Media Road / Main Street couplet. The project proposes 275 multi-family and 75 single family homes. 4. Planning Area 12 Freeway Commercial project site is located east of SR 125 and west of Eastlake Parkway, south of Olympic Parkway. The project proposes 900 multi-family homes, commercial, mixed use, hotel and park uses. 5. Village 2 project site is located east of the Project site and west of La Media Road, south of Olympic Parkway. The project includes development of 4,538 residential units (614 single- family and 3,924 multi-family units) and three industrial areas within approximately 87.9 acres. 6. Village 8 West will be located in the southwest portion of Otay Ranch and will be developed around the future intersection of La Media Road and Main Street. The project will be built in several phases. The following components of the project were included in the Project’ near- term cumulative analysis: 561 single family homes, 1,773 multi-family homes, 50,000 SF of office uses, 250,000 SF of commercial retail, an elementary school, and 23.4 acres of parks. 7. Village 9 will be located east of SR 125 and south of the Millenia Project. Designated uses and density at buildout of the project include. 3,959 residential units: 266 SF units and 3,693 MF units; 1,200,000 SF Commercial/Office; 300,000 SF Retail; 5 Acres of CPF; 27.5 Acres of Parks; 19.8 Acres of School. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 42 8. Eastlake Behavioral Health Hospital will be located at the terminus of the Showroom Place cul-de-sac, north of Fenton Street. The project proposes the development of a new 120- bed hospital. Figure 13–1 shows the Cumulative Projects only traffic volumes on the existing street network. TABLE 13-1 CUMULATIVE PROJECTS SUMMARY Project Land Uses at Buildout University Villages, consisting of: Village 3 1,638 residential units: 813 SF units, 457 MF units, and 327 unallocated units; 20,000 SF Retail (7.4 Acres); 29.3 Acres of Industrial; 15.3 Acres of Parks; 4.3 Acres of CPF; 8.3 Acres of School. Village 8 East Base Scenario: 3,276 residential units: 943 SF units and 2,333 MF units; 20,000 SF Retail; 4.2 Acres of CPF; 30.4 (Required) Acres of Parks; 10.8 Acres of School. Per 2020 Amendment Village 10 1,740 residential units: 695 SF units and 1,045 MF units; 7.6 Acres of Parks; 4.3 Acres of CPF; 9.2 Acres of School. Millenia 2,983 multi-family residential units and 3.324 million square feet of non- residential uses, including regional and specialty shopping, multi-use cultural arts facilities, local parks, business parks, visitor commercial, a transit station, an elementary school, and other civic facilities. Village 4 275 multi-family and 75 single family homes. PA12 900 multi-family homes, commercial, mixed use, hotel and park uses. Village 2 The project includes development of 4,538 residential units (614 single- family and 3,924 multi-family units) and three industrial areas within approximately 87.9 acres. Village 8W The following components of the project were included in the Project’ near-term cumulative analysis: 561 single family homes, 1,773 multi- family homes, up to 50,000 SF of office uses and 250,000 SF of commercial retail, an elementary school, and 23.4 acres of parks Village 9 3,959 residential units: 266 SF units and 3,693 MF units; 1,200,000 SF Commercial/Office; 300,000 SF Retail; 5 Acres of CPF; 27.5 Acres of Parks; 19.8 Acres of School. Eastlake Behavioral Health 120 beds S .D . C O U N T YS.D . C O U N T Y C H U L A V I S T ACHULA V I S T A Ma x Av eSantaVenetiaSt BrandywineAveE J St P a s e o L a d era E N a p le sS tOl eanderAvePaseoDelReyLaMediaRdEPalom arStH e rit a g e RdBirch Rd MelroseAve OlympicPkyPa s e o Ra n c h e r o L a Me d i a Rd Her i t ageRdO lym picPkyEOrangeAveELStTelegraph CanyonRd 12,070 4,4201 4 ,0 2 0 12,2 7 0 23,32023,3202 ,5 4 0 12,50011,8301 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 §¨805 Time: 9:52 AMDate: 6/10/2020N:\3199\Figures Cumulative Projects Traffic VolumesFigure 13-1 [ Sunbow II, Phase 3 Project Site????LDJDJJLLJ DLJDLJ DJLJDLD LJJJJJDLJDLJ LJDJJLJDLJDLJD LJDOlympic PkwyOlympic Pkwy Brandywine AveI-805 NB RampsLa Media RdW. Proj DwyE. Orange Ave Olympic Pkwy E. Proj DwyHeritage RdI-805 SB RampsOleander AveOlympic PkwyOlympic PkwyOlympic Pkwy Olympic PkwyOlympic Pkwy Santa Venetia StOlympic Pkwy7 / 25158 / 35392 / 5948 / 24 48 / 111 141 / 83316 / 209 15 / 56209 / 488 72 / 147122 / 88458 / 29114 / 7 4 / 16228 / 544 12 / 43180 / 476 38 / 18404 / 24625 / 12 8 / 28185 / 140117 / 230 468 / 277 200 / 546 468 / 277 200 / 546 104 / 198187 / 384300 / 215290 / 1941 / 1 3 / 10158 / 1177 / 3238 / 56514 / 7 756 / 491 382 / 901 1 / 2447 / 8712 / 109 / 4307 / 17924 / 75 64 / 35706 / 521448 / 311221 / 428159 / 4722 / 1 1 2 3 4 876 5 9 x,xxx Street Segment ADT Study Intersections Intersection AM/PM Peak Hour Volumes # D JL XX,XXX LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 44 14.0 ANALYSIS OF NEAR-TERM CONDITIONS The following section presents the analysis of study area intersections and street segments under Near-Term conditions without and with the proposed Project. 14.1 Near-Term Traffic Volumes Near-Term without Project traffic volumes were calculated by adding the cumulative projects traffic volumes onto the Existing traffic volumes. Near-Term + Project traffic volumes were calculated by then adding the Project traffic volumes. Figure 14–1 shows the Near-Term traffic volumes. Figure 14–2 shows the Near-Term + Project traffic volumes. 14.2 Near-Term without Project Conditions 14.2.1 Peak Hour Intersection Analysis Table 14–1 summarizes the peak hour intersection operations under Near-Term conditions in the study area. As shown, the study area intersections are calculated to operate acceptably at LOS D or better during the AM and PM peak hours, with the exception of the following: Olympic Parkway / I-805 Southbound Ramps (LOS E during the PM peak hour) Olympic Parkway / I-805 Northbound Ramps (LOS F during the AM and LOS E during the PM peak hours) Olympic Parkway / Brandywine Avenue (LOS F during the AM and PM peak hours) Olympic Parkway / Heritage Road (LOS F during the AM and PM peak hours) Olympic Parkway / La Media Road (LOS F during the AM and LOS E during the PM peak hours) Appendix D contains the Near-Term intersection analysis worksheets. 14.2.2 Daily Street Segment Operations Table 14–2 summarizes the Near-Term street segment operations along the key study area roadways. As shown, the study area street segments are calculated to operate acceptably at LOS C or better, with the exception of the following: Olympic Parkway: I-805 Ramps to Oleander Avenue (LOS F) Olympic Parkway: Oleander Avenue to Brandywine Avenue (LOS F) Olympic Parkway: Brandywine Avenue to Project Driveway (West) (LOS F) Olympic Parkway: Project Driveway (West) to Project Driveway (East) (LOS F) Olympic Parkway: Project Driveway (East) to Heritage Road (LOS F) Olympic Parkway: Heritage Road to Santa Venetia Street (LOS F) Olympic Parkway: Santa Venetia Street to La Media Road (LOS F) LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 45 14.3 Near-Term with Project Conditions 14.3.1 Peak Hour Intersection Analysis Table 14–1 summarizes the peak hour intersection operations under Near-Term + Project conditions in the study area. As shown, the study area intersections are calculated to operate acceptably at LOS D or better during the AM and PM peak hours, with the exception of the following: Olympic Parkway / I-805 Southbound Ramps (LOS E during the PM peak hour) Olympic Parkway / I-805 Northbound Ramps (LOS F during the AM and PM peak hours) Olympic Parkway / Brandywine Avenue (LOS F during the AM and PM peak hours) Olympic Parkway / Heritage Road (LOS F during the AM and PM peak hours) Olympic Parkway / La Media Road (LOS F during the AM and LOS E during the PM peak hours) The Project contributes less than 5% of traffic to the following locations. Therefore, the Project effects are considered substantial cumulative effects. East Orange Avenue / I-805 Southbound Ramps Olympic Parkway / I-805 Northbound Ramps Olympic Parkway / Heritage Road Olympic Parkway / La Media Road The Project contributes more than 5% of traffic to the following location. Therefore, the Project effects are considered substantial project specific effects. Olympic Parkway / Brandywine Avenue Appendix E contains the Near-Term + Project intersection analysis worksheets. 14.3.2 Daily Street Segment Operations Table 14–2 summarizes the Near-Term + Project street segment operations along the key study area roadways. As shown, the study area street segments are calculated to operate acceptably at LOS C or better, with the exception of the following: Olympic Parkway: I-805 Ramps to Oleander Avenue (LOS F) Olympic Parkway: Oleander Avenue to Brandywine Avenue (LOS F) Olympic Parkway: Brandywine Avenue to Project Driveway (West) (LOS F) Olympic Parkway: Project Driveway (West) to Project Driveway (East) (LOS F) Olympic Parkway: Project Driveway (East) to Heritage Road (LOS F) Olympic Parkway: Heritage Road to Santa Venetia Street (LOS F) Olympic Parkway: Santa Venetia Street to La Media Road (LOS F) LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 46 The Project contributes more than 800 ADT, but less than 5% of traffic to the following locations. Therefore, the Project effects are considered substantial cumulative effects. Olympic Parkway: I-805 to Oleander Avenue Olympic Parkway: Oleander Avenue to Brandywine Avenue Olympic Parkway: Project Driveway (West) to Project Driveway (East) Olympic Parkway: Project Driveway (East) to Heritage Road Olympic Parkway: Heritage Road to Santa Venetia Street Olympic Parkway: Santa Venetia Street to La Media Road The Project contributes more 800 ADT and more than 5% of traffic to the following location. Therefore, the Project effects are considered substantial project specific effects. Olympic Parkway: Brandywine Avenue to Project Driveway (West) LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 47 SIGNALIZED DELAY/LOS THRESHOLDS Delay LOS 0.0 ≤ 10.0 A 10.1 to 20.0 B 20.1 to 35.0 C 35.1 to 55.0 D 55.1 to 80.0 E ≥ 80.1 F TABLE 14–1 NEAR-TERM INTERSECTION OPERATIONS Intersection Control Type Peak Hour Near-Term Near-Term with Project Project % of Entering Volume (>5%) Effect Type Delaya LOSb Delay LOS 1. Olympic Parkway / I-805 Southbound Ramps Signal AM 47.6 D 49.2 D 2.6% Cumulative PM 72.8 E 76.9 E 3.6% 2. Olympic Parkway / I-805 Northbound Ramps Signal AM >100 F >100 F 3.8% Cumulative PM 67.1 E 85.4 F 4.6% 3. Olympic Parkway / Oleander Avenue Signal AM 31.1 C 41.7 D 5.0% None PM 8.6 A 11.9 B 5.8% 4. Olympic Parkway / Brandywine Avenue Signal AM >100 F >100 F 5.3% Project Specific PM >100 F >100 F 6.6% 5. Olympic Parkway / Project Driveway (West) DNE / Signalc AM - 11.0 B 7.2% None PM - 22.5 C 9.1% 6. Olympic Parkway / Project Driveway (East) DNE / Signalc AM - 17.5 B 4.4% None PM - 19.7 B 5.6% 7. Olympic Parkway / Heritage Road Signal AM 65.2 E 66.5 E 1.6% Cumulative PM 92.0 F 92.1 F 2.1% 8. Olympic Parkway / Santa Venetia Street Signal AM 14.5 B 15.0 B 1.3% None PM 12.6 B 13.2 B 1.6% 9. Olympic Parkway / La Media Road Signal AM 91.4 F 92.9 F 1.0% Cumulative PM 66.3 E 67.7 E 1.2% Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service. c. Intersection does not exist under Existing conditions. The Project driveway will be signalized. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 48 TABLE 14-2 NEAR-TERM STREET SEGMENT OPERATIONS Street Segment Capacity (LOS C) a Near-Term Near-Term with Project Substantial Effects Criteria Effect Type ADTb LOSc ADT LOS Project ADT > 800 Project Contribution > 5% Olympic Parkway West of I-805 Ramps 30,000 27,600 C 28,180 C 580 2.1% None I-805 Ramps to Oleander Avenue 50,000 80,050 F 82,930 F 2,880 3.5% Cumulative Oleander Avenue to Brandywine Avenue 50,000 69,300 F 72,760 F 3,460 4.8% Cumulative Brandywine Avenue to Project Driveway (West) 50,000 68,840 F 73,160 F 4,320 5.9% Project Specific Project Driveway (West) to Project Driveway (East) 50,000 67,090 F 69,110 F 2,020 2.9% Cumulative Project Driveway (East) to Heritage Road 50,000 66,650 F 68,090 F 1,440 2.1% Cumulative Heritage Road to Santa Venetia Street 50,000 77,000 F 77,920 F 920 1.2% Cumulative Santa Venetia Street to La Media Road 50,000 70,930 F 71,850 F 920 1.3% Cumulative La Media Road to Paloma Street 50,000 38,980 B 39,610 B 630 1.6% None Footnotes: a. Capacities based on City of Chula Vista Roadway Classification Table. b. Average Daily Traffic Volumes. c. Level of Service. S .D . C O U N T YS.D . C O U N T Y C H U L A V I S T ACHULA V I S T A Ma x Av eSantaVenetiaSt BrandywineAveE J St P a s e o L a d era E N a p le sS tOl eanderAvePaseoDelReyLaMediaRdEPalom arStH e rit a g e RdBirch Rd MelroseAve OlympicPkyPa s e o Ra n c h e r o L a Me d i a Rd Her i t ageRdO lym picPkyE O ra n g e A veELSt Telegraph CanyonRd 80,050 38,9806 8 ,8 4 0 67,0 9 0 77,00070,9302 7 ,6 0 0 69,30066,6501 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 §¨805 Time: 9:53 AMDate: 6/10/2020N:\3199\Figures Near-Term Traffic VolumesFigure 14-1 [ Sunbow II, Phase 3 Project Site????LLJDJDJJLJDD J L LJDLJDLJDD LJLJDDLJDLJD LJJJJJLJDLJDLJD LJDJDLD LJLJDLJDLJD LJDOlympic PkwyOlympic Pkwy Brandywine AveI-805 NB RampsLa Media RdW. Proj DwyE. Orange Ave Olympic Pkwy E. Proj DwyHeritage RdI-805 SB RampsOleander AveOlympic PkwyOlympic PkwyOlympic Pkwy Olympic PkwyOlympic Pkwy Santa Venetia StOlympic Pkwy 394 / 383404 / 8248 / 2831 / 1,610842 / 828862 / 679 884 / 930 1,538 / 1,1791,551 / 895 1,263 / 2,220 208 / 350496 / 389 2 / 3829 / 938136 / 13229 / 2893 / 167134 / 1002,582 / 1,88650 / 16 59 / 3017 / 14185 / 5270 / 179 120 / 1131,790 / 2,870 221 / 199160 / 180165 / 209197 / 258 314 / 1592,409 / 1,635308 / 205 198 / 275132 / 156234 / 184150 / 3031,651 / 2,396 3,032 / 2,000 2,014 / 2,879 3,032 / 2,000 2,014 / 2,879 274 / 174367 / 370683 / 807757 / 5191,972 / 1,41391 / 99 108 / 124398 / 303298 / 152143 / 2411,683 / 2,376196 / 232 2,577 / 1,966123 / 24 102 / 48397 / 157428 / 3811,901 / 2,999 204 / 1771,008 / 1,135117 / 175102 / 1241,366 / 1,172169 / 137 210 / 831,303 / 8501,115 / 748685 / 918863 / 1,796312 / 255 1 2 3 4 876 5 9 x,xxx Street Segment ADT Study Intersections Intersection AM/PM Peak Hour Volumes # D JL XX,XXX S .D . C O U N T YS.D . C O U N T Y C H U L A V I S T ACHULA V I S T A Ma x Av eSantaVenetiaSt BrandywineAveE J St P a s e o L a d era E N a p le sS tOl eanderAvePaseoDelReyLaMediaRdEPalom arStH e rit a g e RdBirch Rd MelroseAve OlympicPkyPa s e o Ra n c h e r o L a Me d i a Rd Her i t ageRdO lym picPkyE O ra n g e A veELSt Telegraph CanyonRd 82,930 39,6107 3 ,1 6 0 69,1 1 0 77,92071,8502 8 ,1 8 0 72,76068,0901 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 §¨805 Time: 9:53 AMDate: 6/10/2020N:\3199\Figures Near-Term + Project Traffic VolumesFigure 14-2 [ Sunbow II, Phase 3 Project Site????LLJDJDJJLJDD J L LJDLJDLJDD LJLJDDLJDLJD LJJDLD LJJDLD LJLJDLJDLJD LJDJDLD LJLJDLJDLJD LJDOlympic PkwyOlympic Pkwy Brandywine AveI-805 NB RampsLa Media RdW. Proj DwyE. Orange Ave Olympic Pkwy E. Proj DwyHeritage RdI-805 SB RampsOleander AveOlympic PkwyOlympic PkwyOlympic Pkwy Olympic PkwyOlympic Pkwy Santa Venetia StOlympic Pkwy 394 / 383404 / 8248 / 2859 / 1,731879 / 845899 / 696 893 / 970 1,612 / 1,2131,662 / 947 1,300 / 2,381 208 / 350496 / 389 2 / 3838 / 979136 / 13229 / 2898 / 187152 / 1092,767 / 1,97268 / 25 63 / 5017 / 14185 / 5270 / 179 120 / 1131,836 / 3,072 221 / 199160 / 180174 / 249197 / 258 352 / 1762,630 / 1,739326 / 214 203 / 296132 / 156234 / 184150 / 3031,706 / 2,638 3,124 / 2,0439 / 40 37 / 17185 / 8746 / 2022,037 / 2,980 3,041 / 2,04014 / 60 55 / 2692 / 4323 / 1012,051 / 2,896 279 / 198367 / 370683 / 807757 / 5191,987 / 1,47791 / 99 108 / 124398 / 303301 / 164154 / 2461,742 / 2,404218 / 242 2,592 / 2,030123 / 24 102 / 48397 / 157428 / 3811,960 / 3,027 208 / 1931,008 / 1,135117 / 175102 / 1241,376 / 1,216169 / 137 210 / 831,303 / 8501,116 / 752689 / 920904 / 1,815326 / 262 1 2 3 4 876 5 9 x,xxx Street Segment ADT Study Intersections Intersection AM/PM Peak Hour Volumes # D JL XX,XXX LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 51 15.0 ASSESSMENT OF YEAR 2035 CONDITIONS The following section presents an assessment of the study area street segments under Year 2035 conditions. As noted earlier in this study, the Project site is currently zoned for industrial land uses and is assumed as such in the SANDAG model. Table 15-1 compares the trip generation calculations for the existing industrial land use zoning and the proposed residential project. As shown, the Project will generate 72 additional daily trips (1.3% more trips) and fewer peak hour trips as compared to the industrial zoning. Therefore, it can be concluded that the Project is included in the SANDAG Series 13 Year 2035 model. Table 15–2 summarizes the Year 2035 conditions street segment operations along the study area roadways. ADT traffic volumes were obtained directly from the SANDAG Series 13 Year 2035 Traffic Model. As shown, under Year 2035 conditions (which include the Project’s anticipated trips) the study area street segments are calculated to operate acceptably at LOS C or better, with the exception of the following: Olympic Parkway: I-805 Ramps to Oleander Avenue (LOS E) Olympic Parkway: Oleander Avenue to Brandywine Avenue (LOS D) Olympic Parkway: Brandywine Avenue to Project Driveway (West) (LOS D) Olympic Parkway: Project Driveway (West) to Project Driveway (East) (LOS D) Olympic Parkway: Project Driveway (East) to Heritage Road (LOS D) It should be noted that the majority Series 13 Year 2035 ADTs are lower than the Existing ADTs counted in January 2020. This is because the model assumes buildout of the City of Chula Vista General Plan Circulation Element, including the following network enhancements which are expected to reduce the number of trips on Olympic Parkway: Heritage Road from Olympic Parkway to Main Street as a 6-Lane Prime Arterial Extension of La Media Road from Santa Luna Street to Main Street Extension of Main Street from Heritage Road to East Lake Parkway including crossing at SR 125 Otay Valley Road from Main Street to Village 9 including crossing at SR 125 Construction of SR 125 Ramps at Main Street The distribution of Project trips shown on Figure 11-1 may change with the implementation of the Circulation Element network enhancements since drivers will be provided with additional travel routes. The Series 13 Year 2035 ADTs reflect any such changes to the distribution. Since the Project does not generate more traffic than the currently zoned industrial land use, the Project would not contribute to substantial effects under Year 2035 conditions. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 52 TABLE 15–1 TRIP GENERATION COMPARISON Use Quantity Daily Trip Ends (ADTS)a AM Peak Hour PM Peak Hour Rate b Volume % of ADT In:Out Split Volume % of ADT In:Out Split Volume In Out In Out Current Zoning Industrial 47.4 Acres 120 / Acre 5,688 14% 80:20 637 159 15% 30:70 256 597 Proposed Project Condominiums 720 Units 8 / Unit 5,760 8% 20:80 92 369 10% 70:30 403 173 Increase / Decrease in Trips 72 - -545 210 147 -424 Footnotes: d. Average Daily Trips e. Trip Generation Rate from the SANDAG’s Not So Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, 2002. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 53 TABLE 15–2 YEAR 2035 STREET SEGMENT OPERATIONS Street Segment Functional Classification Capacity (LOS C) a Buildout (Year 2035) ADTb LOSc Olympic Parkway West of I-805 Ramps 4-Lane Major 30,000 27,000 C I-805 Ramps to Oleander Avenue 6-Lane Prime 50,000 60,400 E Oleander Avenue to Brandywine Avenue 6-Lane Prime 50,000 54,400 D Brandywine Avenue to Project Driveway (West) 6-Lane Prime 50,000 55,400 D Project Driveway (West) to Project Driveway (East) 6-Lane Prime 50,000 55,400 D Project Driveway (East) to Heritage Road 6-Lane Prime 50,000 54,200 D Heritage Road to Santa Venetia Street 6-Lane Prime 50,000 48,900 C Santa Venetia Street to La Media Road 6-Lane Prime 50,000 39,300 B La Media Road to Paloma Street 6-Lane Prime 50,000 27,100 A Footnotes: a. Capacities based on City of Chula Vista Roadway Classification Table. b. Average Daily Traffic Volumes. c. Level of Service. S .D . C O U N T YS.D . C O U N T Y C H U L A V I S T ACHULA V I S T A Ma x Av eSantaVenetiaSt BrandywineAveE J St P a s e o L a d era E N a p le sS tOl eanderAvePaseoDelReyLaMediaRdEPalom arStH e rit a g e RdBirch Rd MelroseAve OlympicPkyPa s e o Ra n c h e r o L a Me d i a Rd Her i t ageRdO lym picPkyE O ra n g e A veELSt Telegraph CanyonRd 60,400 27,1005 5 ,4 0 0 55,4 0 0 48,90039,3002 7 ,0 0 0 54,40054,2001 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 §¨805 Time: 9:54 AMDate: 6/10/2020N:\3199\Figures Year 2035 Traffic VolumesFigure 15-1 [ Sunbow II, Phase 3 Project Site Stre et Segme nt ADT Study Intersections# XX,XXX LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 55 16.0 ACCESS ASSESSMENT The Project site is located south of Olympic Parkway, between Brandywine Avenue and Heritage Road in the City of Chula Vista. Two signalized points of access to the site are planned from Olympic Parkway, in the locations designated in the 1998 Sunbow SPA Plan. Peak Hour signal warrant analyses based on the warrants contained in Chapter 4C, “Traffic Control Signal Needs Studies,” of the 2014 California Manual on Uniform Traffic Control Devices, Revision 5 (CA MUTCD) were conducted for the Project’s proposed driveways to ensure signalization is warranted. The signal warrant calculations are provided in Appendix H, and show that both driveways meet the Peak Hour signal warrant. As noted in Sections 12 and 14 of this study, the Project’s signalized driveways are calculated to operate acceptably at LOS C or better. The recommended lane configurations at the Project’s signalized driveways are shown in Figure 16-1. Recommended Project Driveway Lane ConfiguraƟonsFigure 16-1Sunbow II, Phase 3N:\3199\FiguresDate: 06/10/20Olympic PkwyW. Project DwyE. Project DwyD LD LJJJLJJJLDJJJDJJJDD LDD LJJJLJJJLDJJJDJJJ LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 57 17.0 SUBSTANTIAL EFFECTS AND OPERATIONAL IMPROVEMENTS The following section identifies Project-related substantial effects and recommends operational improvements to address the substantial effects. 17.1 Eastern Transportation Development Fee City identified capital improvement projects are summarized in the published Eastern Transportation Development Impact Fee (“Eastern TDIF”) (September 2014). Additionally, City capital improvement projects include traffic signal upgrades for intersections in the study area published in the City of Chula Vista, Traffic Signal Communications Master Plan Study (July 2017). These two documents were referenced when identifying potential operational improvements to address Project-related effects. 17.2 Substantial Project Specific Effects and Operational Improvements The Project is calculated to cause substantial project specific effects at the following locations: TRA 1: Intersection No. 4: Olympic Parkway / Brandywine Avenue: This intersection is built-out, and the provision of additional lanes is considered physically infeasible. Additionally, a review of the Eastern Transportation Development Impact Fee and the Traffic Signal Communications Master Plan Study indicate that there are currently no proposed physical operational improvements for this signalized intersection. Payment of the City’s TDIF should be applied towards other planned network enhancements included in the Eastern TDIF study that would reduce traffic on Olympic Parkway. Large-scale network enhancements included in the Eastern TDIF, such as the extension of La Media Road and the extension of Main Street, are expected to reduce the number of trips on Olympic Parkway. As discussed in Section 15 this report, the majority of the ADTs on Olympic Parkway are lower under Year 2035 model conditions (which assumes buildout of the City’s General Plan Circulation Element and includes Project traffic) as compared to the Existing ADTs, counted in January 2020. Table 17-1 shows that, on average, the Year 2035 traffic volumes are 6.1% lower as compared to the Existing ADTs, which supports the assertation that the contribution of TDIF funds towards other planned network enhancements included in the Eastern TDIF study will reduce the amount of traffic on Olympic Parkway, thereby addressing the Project’s substantial effect. In addition, the Project will contribute its fair share contribution towards the provision of Adaptive Traffic Signal Control (ATSC) modules to each signalized intersection along the Olympic Parkway corridor between the I-805 Ramps and La Media Road. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 58 TABLE 17-1 OLYMPIC PARKWAY ADT COMPARISON Street Segment Existing (January 2020) Year 2035 % Increase / Decrease from Existing Olympic Parkway West of I-805 Ramps 25,060 27,000 7.7% I-805 Ramps to Oleander Avenue 67,980 60,400 -11.2% Oleander Avenue to Brandywine Avenue 56,800 54,400 -4.2% Brandywine Avenue to Project Driveway (West) 54,820 55,400 1.1% Project Driveway (West) to Project Driveway (East) 54,820 55,400 1.1% Project Driveway (East) to Heritage Road 54,820 54,200 -1.1% Heritage Road to Santa Venetia Street 53,680 48,900 -8.9% Santa Venetia Street to La Media Road 47,610 39,300 -17.5% La Media Road to Paloma Street 34,560 27,100 -21.6% Average Decrease in Traffic -6.1% Footnotes: a. Average Daily Traffic Volumes. TRA 2: Olympic Parkway Segments: Oleander Avenue to Project Driveway (West): Olympic Parkway is classified as a Prime Arterial in the City of Chula Vista Circulation Plan. Currently it is built as a 6-lane divided road with three lanes westbound and three lanes eastbound and a raised median. Therefore, Olympic Parkway is built-out, and the provision of additional lanes is considered physically infeasible and inconstant with the City’s General Plan. Additionally, a review of the Eastern Transportation Development Impact Fee and the Traffic Signal Communications Master Plan Study indicate that there are currently no proposed physical operational improvements for this segment of Olympic Parkway. Payment of the City’s TDIF should be applied towards other planned network enhancements included in the Eastern TDIF study that would reduce traffic on Olympic Parkway. Large-scale network enhancements included in the Eastern TDIF, such as the extension of La Media Road and the extension of Main Street, are expected to reduce the number of trips on Olympic Parkway. As discussed in Section 15 this report, the majority of the ADTs on Olympic Parkway are lower under Year 2035 model conditions (which assumes buildout of the City’s General Plan Circulation Element and includes Project traffic) as compared to the Existing ADTs, counted in January 2020. Table 17-1 shows that, on average, the Year 2035 traffic volumes are 6.1% lower as compared to the Existing ADTs, which supports the assertation that the contribution of TDIF funds towards other planned network LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 59 enhancements included in the Eastern TDIF study will reduce the amount of traffic on Olympic Parkway, thereby addressing the Project’s substantial effect. In addition, the Project will contribute its fair share contribution towards the provision of Adaptive Traffic Signal Control (ATSC) modules to each signalized intersection along the Olympic Parkway corridor between the I-805 Ramps and La Media Road. 17.3 Substantial Cumulative Effects and Operational Improvements The Project is calculated to cause substantial cumulative effects at the following locations: TRA 3: Intersection No. 1: E. Orange Avenue / I-805 Southbound Ramps: This intersection is built-out, and the provision of additional lanes is considered physically infeasible. Additionally, a review of the Eastern Transportation Development Impact Fee and the Traffic Signal Communications Master Plan Study indicate that there are currently no proposed physical operational improvements for this signalized intersection. Payment of the City’s TDIF should be applied towards other planned network enhancements included in the Eastern TDIF study that would reduce traffic on Olympic Parkway. Large-scale network enhancements included in the Eastern TDIF, such as the extension of La Media Road and the extension of Main Street, are expected to reduce the number of trips on Olympic Parkway. As discussed in Section 15 this report, the majority of the ADTs on Olympic Parkway are lower under Year 2035 model conditions (which assumes buildout of the City’s General Plan Circulation Element and includes Project traffic) as compared to the Existing ADTs, counted in January 2020. Table 17-1 shows that, on average, the Year 2035 traffic volumes are 6.1% lower as compared to the Existing ADTs, which supports the assertation that the contribution of TDIF funds towards other planned network enhancements included in the Eastern TDIF study will reduce the amount of traffic on Olympic Parkway, thereby addressing the Project’s substantial effect. In addition, the Project will contribute its fair share contribution towards the provision of Adaptive Traffic Signal Control (ATSC) modules to each signalized intersection along the Olympic Parkway corridor between the I-805 Ramps and La Media Road. TRA 4: Intersection No. 2: Olympic Parkway / I-805 Northbound Ramps: This intersection is built-out, and the provision of additional lanes is considered physically infeasible. Additionally, a review of the Eastern Transportation Development Impact Fee and the Traffic Signal Communications Master Plan Study indicate that there are currently no proposed physical operational improvements for this signalized intersection. Payment of the City’s TDIF should be applied towards other planned network enhancements included in the Eastern TDIF study that would reduce traffic on Olympic Parkway. Large-scale network enhancements included in the Eastern TDIF, such as the extension of La Media Road and the extension of Main Street, are expected to reduce the number of trips on Olympic Parkway. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 60 As discussed in Section 15 this report, the majority of the ADTs on Olympic Parkway are lower under Year 2035 model conditions (which assumes buildout of the City’s General Plan Circulation Element and includes Project traffic) as compared to the Existing ADTs, counted in January 2020. Table 17-1 shows that, on average, the Year 2035 traffic volumes are 6.1% lower as compared to the Existing ADTs, which supports the assertation that the contribution of TDIF funds towards other planned network enhancements included in the Eastern TDIF study will reduce the amount of traffic on Olympic Parkway, thereby addressing the Project’s substantial effect. In addition, the Project will contribute its fair share contribution towards the provision of Adaptive Traffic Signal Control (ATSC) modules to each signalized intersection along the Olympic Parkway corridor between the I-805 Ramps and La Media Road. TRA 5: Intersection No. 7: Olympic Parkway / Heritage Road: This intersection is built- out, and the provision of additional lanes is considered physically infeasible. Additionally, a review of the Eastern Transportation Development Impact Fee and the Traffic Signal Communications Master Plan Study indicate that there are currently no proposed physical operational improvements for this signalized intersection. Payment of the City’s TDIF should be applied towards other planned network enhancements included in the Eastern TDIF study that would reduce traffic on Olympic Parkway. Large-scale network enhancements included in the Eastern TDIF, such as the extension of La Media Road and the extension of Main Street, are expected to reduce the number of trips on Olympic Parkway. As discussed in Section 15 this report, the majority of the ADTs on Olympic Parkway are lower under Year 2035 model conditions (which assumes buildout of the City’s General Plan Circulation Element and includes Project traffic) as compared to the Existing ADTs, counted in January 2020. Table 17-1 shows that, on average, the Year 2035 traffic volumes are 6.1% lower as compared to the Existing ADTs, which supports the assertation that the contribution of TDIF funds towards other planned network enhancements included in the Eastern TDIF study will reduce the amount of traffic on Olympic Parkway, thereby addressing the Project’s substantial effect. In addition, the Project will contribute its fair share contribution towards the provision of Adaptive Traffic Signal Control (ATSC) modules to each signalized intersection along the Olympic Parkway corridor between the I-805 Ramps and La Media Road. TRA 6: Intersection No. 9: Olympic Parkway / La Media Road: This intersection is built- out, and the provision of additional lanes is considered physically infeasible. Additionally, a review of the Eastern Transportation Development Impact Fee and the Traffic Signal Communications Master Plan Study indicate that there are currently no proposed physical operational improvements for this signalized intersection. Payment of the City’s TDIF should be applied towards other planned network enhancements included in the Eastern TDIF study that would reduce traffic on Olympic Parkway. Large-scale network enhancements included in the Eastern TDIF, such as the LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3199 Sunbow II, Phase 3 N:\3199\Text\Sunbow TIA_May 2021_Clean.docx 61 extension of La Media Road and the extension of Main Street, are expected to reduce the number of trips on Olympic Parkway. As discussed in Section 15 this report, the majority of the ADTs on Olympic Parkway are lower under Year 2035 model conditions (which assumes buildout of the City’s General Plan Circulation Element and includes Project traffic) as compared to the Existing ADTs, counted in January 2020. Table 17-1 shows that, on average, the Year 2035 traffic volumes are 6.1% lower as compared to the Existing ADTs, which supports the assertation that the contribution of TDIF funds towards other planned network enhancements included in the Eastern TDIF study will reduce the amount of traffic on Olympic Parkway, thereby addressing the Project’s substantial effect. In addition, the Project will contribute its fair share contribution towards the provision of Adaptive Traffic Signal Control (ATSC) modules to each signalized intersection along the Olympic Parkway corridor between the I-805 Ramps and La Media Road.. TRA 7: Olympic Parkway Segments: I-805 Ramps to Oleander Avenue and Project Driveway (West) to La Media Road: Olympic Parkway is classified as a Prime Arterial in the City of Chula Vista Circulation Plan. Currently it is built as a 6-lane divided road with three lanes westbound and three lanes eastbound and a raised median. Therefore, Olympic Parkway is built-out, and the provision of additional lanes is considered physically infeasible and inconstant with the City’s General Plan. Additionally, a review of the Eastern Transportation Development Impact Fee and the Traffic Signal Communications Master Plan Study indicate that there are currently no proposed physical operational improvements for this segment of Olympic Parkway. Payment of the City’s TDIF should be applied towards other planned network enhancements included in the Eastern TDIF study that would reduce traffic on Olympic Parkway. Large-scale network enhancements included in the Eastern TDIF, such as the extension of La Media Road and the extension of Main Street, are expected to reduce the number of trips on Olympic Parkway. As discussed in Section 15 this report, the majority of the ADTs on Olympic Parkway are lower under Year 2035 model conditions (which assumes buildout of the City’s General Plan Circulation Element and includes Project traffic) as compared to the Existing ADTs, counted in January 2020. Table 17-1 shows that, on average, the Year 2035 traffic volumes are 6.1% lower as compared to the Existing ADTs, which supports the assertation that the contribution of TDIF funds towards other planned network enhancements included in the Eastern TDIF study will reduce the amount of traffic on Olympic Parkway, thereby addressing the Project’s substantial effect. In addition, the Project will contribute its fair share contribution towards the provision of Adaptive Traffic Signal Control (ATSC) modules to each signalized intersection along the Olympic Parkway corridor between the I-805 Ramps and La Media Road. TECHNICAL APPENDICES SUNBOW II, PHASE 3 Chula Vista, California March, 2021 LLG Ref. 3-19-3199 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-19-3199 Sunbow Planning Area 23 Amendment \\llgsvrad5\project\3199\Text\Appendix\Appendix.3199.doc APPENDIX A INTERSECTION AND SEGMENT MANUAL COUNT SHEETS & SIGNAL TIMING PLANS Location: File Name: Intersection: Project: Date of Count: Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 154 2 54 159 90 0 0 0 0 0 187 49 695 7:15 138 1 74 192 161 0 0 0 0 0 197 86 849 7:30 178 1 106 211 219 0 0 0 0 0 194 95 1004 7:45 184 1 118 212 202 0 0 0 0 0 226 115 1058 8:00 173 5 99 199 168 0 0 0 0 0 219 98 961 8:15 105 0 69 162 167 0 0 0 0 0 226 88 817 8:30 116 0 59 174 145 0 0 0 0 0 160 92 746 8:45 106 1 73 183 164 0 0 0 0 0 157 75 759 Total 1154 11 652 1492 1316 0 0 0 0 0 1566 698 6889 Approach%63.5 0.6 35.9 53.1 46.9 -----69.2 30.8 Total%16.8 0.2 9.5 21.7 19.1 -----22.7 10.1 AM Intersection Peak Hour: Volume 673 8 397 814 750 - - - - - 836 394 3,872 Approach%62.4 0.7 36.8 52.0 48.0 -----68.0 32.0 Total%17.4 0.2 10.3 21.0 19.4 -----21.6 10.2 PHF 0.89 0.91 #DIV/0!0.90 0.91 Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 313 5 185 186 184 0 0 0 0 0 182 112 1167 16:15 314 1 189 178 194 0 0 0 0 0 235 110 1221 16:30 290 0 169 151 193 0 0 0 0 0 214 107 1124 16:45 312 0 204 144 192 0 0 0 0 0 209 98 1159 17:00 330 1 206 166 172 0 0 0 0 0 187 89 1151 17:15 302 1 193 166 216 0 0 0 0 0 220 96 1194 17:30 313 0 196 179 189 0 0 0 0 0 203 100 1180 17:45 310 1 198 163 172 0 0 0 0 0 184 108 1136 Total 2484 9 1540 1333 1512 0 0 0 0 0 1634 820 9332 Approach%61.6 0.2 38.2 46.9 53.1 -----66.6 33.4 Total%26.6 0.1 16.5 14.3 16.2 -----17.5 8.8 PM Intersection Peak Hour: Volume 1,257 2 799 655 769 - - - - - 819 383 4,684 Approach%61.1 0.1 38.8 46.0 54.0 -----68.1 31.9 Total%26.8 0.0 17.1 14.0 16.4 -----17.5 8.2 PHF 0.96 0.93 #DIV/0!0.95 0.98 16:45 to 17:45 #01 ITM-20-004-01 East Orange Avenue & I-805 Southbound Ramps LLG Ref. 3-19-3181 Westbound Northbound Eastbound Chula Vista I-805 SB Off Ramp Southbound E. Orange Avenue Southbound Westbound E. Orange Avenue Northbound I-805 SB On Ramp Eastbound E. Orange Avenue 07:15 to 08:15 AM Thursday, January 16, 2020 PM I-805 SB Off Ramp E. Orange Avenue I-805 SB On Ramp Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | info@yourcountdata.com Intersection Turning Movement - Peak Hour Vehicle Count Location: File Name: Intersection: Project: Date of Count: B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 0 0 0 0 0 0 0 0 0 0 0 0 0 B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 0 0 0 0 0 0 0 0 0 0 0 0 0 1 4 0 0 0 0 0 0 0 0 1 1 #01 ITM-20-004-01 East Orange Avenue & I-805 Southbound Ramps LLG Ref. 3-19-3181 0 0 0 0 0 0 Ped 0 0 3 0 3 AM Thursday, January 16, 2020 Chula Vista Ped Ped Ped Ped 0 0 Ped 0 E. Orange Avenue Southbound 0 0 0 0 0 0 I-805 SB Off Ramp 0 I-805 SB On Ramp Northbound Ped 0 1 0 0 Westbound Ped 0 0 0 0 0 0 0 E. Orange Avenue Eastbound Ped 0 0 0 Totals 0 Ped 1 0 00 0 0 TotalsSouthboundWestboundNorthbound 1 1 0 0 3 0 0 0 00 3 0 1 1 Eastbound 0 PM I-805 SB Off Ramp E. Orange Avenue I-805 SB On Ramp E. Orange Avenue 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 5 Intersection Turning Movement - Bicycle & Pedestrian Count Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | info@yourcountdata.com Location: File Name: Intersection: Project: Date of Count: Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | info@yourcountdata.com East Orange Avenue & I-805 Southbound Ramps LLG Ref. 3-19-3181 Thursday, January 16, 2020 Chula Vista N Intersection Turning Movement - Peak Hour Summary #01 ITM-20-004-01 0 / 0 PM: 0 819 383 0 AM: 0 836 394 0Time Period AM = 07:15 to 08:15 PM = 16:45 to 17:45 0 / 1 AM: 814 750 0 0 PM: 655 769 0 0I-805 SB Off Ramp AM: 0 397 8 673 PM: 0 799 2 1257 0 / 0 E. Orange Avenue E. Orange Avenue 3 / 4 I-805 SB On RampAM: 0 0 0 0 PM: 0 0 0 0 Location: File Name: Intersection: Project: Date of Count: Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 0 0 0 0 251 315 28 0 180 96 252 0 1122 7:15 0 0 0 0 332 281 42 0 203 131 207 0 1196 7:30 0 0 0 0 383 333 60 0 190 116 270 0 1352 7:45 0 0 0 0 362 302 64 1 216 135 298 0 1378 8:00 0 0 0 0 320 319 42 1 205 114 279 0 1280 8:15 0 0 0 0 279 280 49 0 159 131 210 0 1108 8:30 0 0 0 0 284 246 48 0 153 97 181 0 1009 8:45 0 0 0 0 308 225 44 0 151 93 177 0 998 Total 0 0 0 0 2519 2301 377 2 1457 913 1874 0 9443 Approach%----52.3 47.7 20.5 0.1 79.4 32.8 67.2 - Total%----26.7 24.4 4.0 0.0 15.4 9.7 19.8 - AM Intersection Peak Hour: Volume - - - - 1,397 1,235 208 2 814 496 1,054 - 5,206 Approach%----53.1 46.9 20.3 0.2 79.5 32.0 68.0 - Total%----26.8 23.7 4.0 0.0 15.6 9.5 20.2 - PHF #DIV/0!0.92 0.91 0.89 0.94 Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 0 0 0 0 306 169 78 0 193 92 413 0 1251 16:15 0 0 0 0 306 167 89 1 205 98 461 0 1327 16:30 0 0 0 0 264 196 89 0 233 104 406 0 1292 16:45 0 0 0 0 262 162 87 1 228 101 425 0 1266 17:00 0 0 0 0 264 161 85 1 216 86 440 0 1253 17:15 0 0 0 0 308 199 91 1 201 81 433 0 1314 17:30 0 0 0 0 287 185 101 2 201 109 416 0 1301 17:45 0 0 0 0 249 191 72 1 182 65 419 0 1179 Total 0 0 0 0 2246 1430 692 7 1659 736 3413 0 10183 Approach%----61.1 38.9 29.3 0.3 70.4 17.7 82.3 - Total%----22.1 14.0 6.8 0.1 16.3 7.2 33.5 - PM Intersection Peak Hour: Volume - - - - 1,096 686 350 3 882 389 1,732 - 5,138 Approach%----61.5 38.5 28.3 0.2 71.4 18.3 81.7 - Total%----21.3 13.4 6.8 0.1 17.2 7.6 33.7 - PHF #DIV/0!0.94 0.96 0.95 0.97 Intersection Turning Movement - Peak Hour Vehicle Count AM Thursday, January 16, 2020 PM I-805 NB On Ramp Olypmic Parkway I-805 NB Off Ramp Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | info@yourcountdata.com #02 ITM-20-004-02 Olympic Parkway & I-805 Northbound Ramps LLG Ref. 3-19-3181 Westbound Northbound Eastbound Chula Vista I-805 NB On Ramp Southbound Olypmic Parkway Southbound Westbound Olypmic Parkway Northbound I-805 NB Off Ramp Eastbound Olypmic Parkway 07:15 to 08:15 16:15 to 17:15 Location: File Name: Intersection: Project: Date of Count: B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 0 0 0 0 0 0 0 0 0 0 2 0 2 7:30 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 0 0 0 0 0 0 0 0 0 0 1 0 1 8:15 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 0 0 0 0 0 0 0 0 0 0 3 0 3 B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0 0 0 0 2 0 2 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 0 0 0 0 0 0 0 0 0 0 2 0 2 Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | info@yourcountdata.com Intersection Turning Movement - Bicycle & Pedestrian Count 0 0 0 0 0 0 0 11 PM I-805 NB On Ramp Olypmic Parkway I-805 NB Off Ramp Olypmic Parkway 0 0 0 0 0 0 0 0 0 0 0 0 1 TotalsSouthboundWestboundNorthbound 0 0 1 0 0 0 0 0 00 1 0 0 0 Eastbound 0 0 0 0 0 0 0 Olypmic Parkway Eastbound Ped 0 0 0 Totals 0 Ped 0 1 00 0 0 Ped 1 0 Ped 0 Olypmic Parkway Southbound 0 0 0 0 0 0 I-805 NB On Ramp 0 I-805 NB Off Ramp Northbound Ped 0 0 0 0 Westbound Ped 0 0 0 0 0 Ped 0 0 0 0 0 AM Thursday, January 16, 2020 Chula Vista Ped Ped Ped 0 0 0 0 0 0 0 0 0 0 1 0 #02 ITM-20-004-02 Olympic Parkway & I-805 Northbound Ramps LLG Ref. 3-19-3181 0 Location: File Name: Intersection: Project: Date of Count: Olypmic Parkway 0 / 0 I-805 NB Off RampAM: 208 2 814 0 PM: 350 3 882 0I-805 NB On Ramp AM: 0 0 0 0 PM: 0 0 0 0 1 / 1 Olypmic Parkway 0 / 0 PM: 389 1732 0 2 AM: 496 1054 0 3Time Period AM = 07:15 to 08:15 PM = 16:15 to 17:15 0 / 0 AM: 0 1397 1235 0 PM: 0 1096 686 0Intersection Turning Movement - Peak Hour Summary #02 ITM-20-004-02 Olympic Parkway & I-805 Northbound Ramps LLG Ref. 3-19-3181 Thursday, January 16, 2020 Chula Vista N Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | info@yourcountdata.com Location: File Name: Intersection: Project: Date of Count: Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 8 2 47 4 473 3 18 0 5 11 386 13 970 7:15 12 2 29 7 522 4 22 0 9 13 356 16 992 7:30 1 5 37 12 590 2 44 2 9 18 376 31 1127 7:45 4 15 37 12 507 3 55 8 18 22 406 56 1143 8:00 4 7 33 5 505 3 64 7 19 17 424 17 1105 8:15 6 2 37 0 500 2 25 7 12 36 336 13 976 8:30 2 8 48 3 442 4 15 8 4 29 295 6 864 8:45 4 8 55 1 455 0 14 1 1 11 285 9 844 Total 41 49 323 44 3994 21 257 33 77 157 2864 161 8021 Approach%9.9 11.9 78.2 1.1 98.4 0.5 70.0 9.0 21.0 4.9 90.0 5.1 Total%0.5 0.6 4.0 0.5 49.8 0.3 3.2 0.4 1.0 2.0 35.7 2.0 AM Intersection Peak Hour: Volume 21 29 136 36 2,124 12 185 17 55 70 1,562 120 4,367 Approach%11.3 15.6 73.1 1.7 97.8 0.6 72.0 6.6 21.4 4.0 89.2 6.8 Total%0.5 0.7 3.1 0.8 48.6 0.3 4.2 0.4 1.3 1.6 35.8 2.7 PHF 0.83 0.90 0.71 0.90 0.96 Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 8 6 34 5 427 0 17 8 9 30 526 22 1092 16:15 8 7 35 1 371 1 16 6 7 39 605 26 1122 16:30 5 9 33 6 397 1 14 2 6 45 561 19 1098 16:45 3 8 35 1 370 3 15 4 4 33 602 31 1109 17:00 8 6 18 0 389 1 9 5 3 48 565 34 1086 17:15 4 5 46 2 439 7 14 3 1 53 598 29 1201 17:30 5 6 22 6 385 6 13 2 5 36 525 47 1058 17:45 2 10 27 1 375 3 16 7 3 36 547 40 1067 Total 43 57 250 22 3153 22 114 37 38 320 4529 248 8833 Approach%12.3 16.3 71.4 0.7 98.6 0.7 60.3 19.6 20.1 6.3 88.9 4.9 Total%0.5 0.6 2.8 0.2 35.7 0.2 1.3 0.4 0.4 3.6 51.3 2.8 PM Intersection Peak Hour: Volume 20 28 132 9 1,595 12 52 14 14 179 2,326 113 4,494 Approach%11.1 15.6 73.3 0.6 98.7 0.7 65.0 17.5 17.5 6.8 88.8 4.3 Total%0.4 0.6 2.9 0.2 35.5 0.3 1.2 0.3 0.3 4.0 51.8 2.5 PHF 0.82 0.90 0.87 0.96 0.94 Intersection Turning Movement - Peak Hour Vehicle Count AM Thursday, January 16, 2020 PM Oleander Avenue Olypmic Parkway Oleander Avenue Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | info@yourcountdata.com #03 ITM-20-004-03 Olympic Parkway & Oleander Avenue LLG Ref. 3-19-3181 Westbound Northbound Eastbound Chula Vista Oleander Avenue Southbound Olypmic Parkway Southbound Westbound Olypmic Parkway Northbound Oleander Avenue Eastbound Olypmic Parkway 07:15 to 08:15 16:30 to 17:30 Location: File Name: Intersection: Project: Date of Count: B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 0 0 0 0 1 0 0 0 0 0 0 0 1 7:30 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 0 0 0 0 1 0 0 0 0 0 0 0 1 B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0 0 0 0 2 0 2 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 0 0 0 1 0 1 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 0 0 0 0 0 0 0 0 0 0 3 0 3 Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | info@yourcountdata.com Intersection Turning Movement - Bicycle & Pedestrian Count 0 1 0 0 0 0 0 40 PM Oleander Avenue Olypmic Parkway Oleander Avenue Olypmic Parkway 0 0 0 0 0 0 0 0 0 0 0 0 0 TotalsSouthboundWestboundNorthbound 2 0 0 2 2 0 0 0 10 4 0 1 0 Eastbound 0 0 0 0 0 0 0 Olypmic Parkway Eastbound Ped 0 0 0 Totals 0 Ped 0 0 20 0 0 Ped 0 0 Ped 0 Olypmic Parkway Southbound 1 0 0 0 0 0 Oleander Avenue 0 Oleander Avenue Northbound Ped 0 0 0 1 Westbound Ped 0 0 0 0 0 Ped 0 0 3 0 3 AM Thursday, January 16, 2020 Chula Vista Ped Ped Ped 1 3 0 0 0 0 0 0 0 0 0 1 #03 ITM-20-004-03 Olympic Parkway & Oleander Avenue LLG Ref. 3-19-3181 0 Location: File Name: Intersection: Project: Date of Count: Olypmic Parkway 2 / 3 Oleander AvenueAM: 185 17 55 0 PM: 52 14 14 0Oleander Avenue AM: 0 136 29 21 PM: 0 132 28 20 0 / 0 Olypmic Parkway 0 / 0 PM: 179 2326 113 3 AM: 70 1562 120 0Time Period AM = 07:15 to 08:15 PM = 16:30 to 17:30 2 / 1 AM: 36 2124 12 1 PM: 9 1595 12 0Intersection Turning Movement - Peak Hour Summary #03 ITM-20-004-03 Olympic Parkway & Oleander Avenue LLG Ref. 3-19-3181 Thursday, January 16, 2020 Chula Vista N Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | info@yourcountdata.com Location: File Name: Intersection: Project: Date of Count: Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 77 45 48 30 449 54 10 32 94 17 381 6 1243 7:15 39 35 57 62 516 77 10 22 51 27 368 4 1268 7:30 37 51 53 68 531 85 16 32 53 31 324 5 1286 7:45 44 38 63 101 489 65 12 41 50 70 376 11 1360 8:00 33 36 48 52 469 49 11 37 36 69 403 13 1256 8:15 28 24 49 45 474 39 16 30 29 51 289 8 1082 8:30 18 30 53 61 381 45 15 31 25 53 255 8 975 8:45 19 32 58 33 395 28 12 30 23 52 245 7 934 Total 295 291 429 452 3704 442 102 255 361 370 2641 62 9404 Approach%29.1 28.7 42.3 9.8 80.6 9.6 14.2 35.5 50.3 12.0 85.9 2.0 Total%3.1 3.1 4.6 4.8 39.4 4.7 1.1 2.7 3.8 3.9 28.1 0.7 AM Intersection Peak Hour: Volume 153 160 221 283 2,005 276 49 132 190 197 1,471 33 5,170 Approach%28.7 30.0 41.4 11.0 78.2 10.8 13.2 35.6 51.2 11.6 86.5 1.9 Total%3.0 3.1 4.3 5.5 38.8 5.3 0.9 2.6 3.7 3.8 28.5 0.6 PHF 0.92 0.94 0.90 0.88 0.95 Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 38 44 57 50 316 43 15 63 62 60 479 14 1241 16:15 45 54 47 48 341 34 7 47 62 52 532 10 1279 16:30 38 40 50 43 336 33 9 36 61 65 494 15 1220 16:45 45 49 39 43 319 33 11 40 60 63 485 13 1200 17:00 46 47 48 54 347 35 9 36 77 61 474 19 1253 17:15 37 44 62 53 387 40 15 44 49 69 467 26 1293 17:30 36 47 47 33 355 29 15 32 39 42 450 13 1138 17:45 43 41 52 40 290 26 8 48 37 56 420 14 1075 Total 328 366 402 364 2691 273 89 346 447 468 3801 124 9699 Approach%29.9 33.4 36.7 10.9 80.9 8.2 10.1 39.2 50.7 10.7 86.5 2.8 Total%3.4 3.8 4.1 3.8 27.7 2.8 0.9 3.6 4.6 4.8 39.2 1.3 PM Intersection Peak Hour: Volume 166 180 199 193 1,389 141 44 156 247 258 1,920 73 4,966 Approach%30.5 33.0 36.5 11.2 80.6 8.2 9.8 34.9 55.3 11.5 85.3 3.2 Total%3.3 3.6 4.0 3.9 28.0 2.8 0.9 3.1 5.0 5.2 38.7 1.5 PHF 0.95 0.90 0.92 0.98 0.96 Intersection Turning Movement - Peak Hour Vehicle Count AM Thursday, January 16, 2020 PM Brandywine Avenue Olypmic Parkway Brandywine Avenue Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | info@yourcountdata.com #04 ITM-20-004-04 Olympic Parkway & Brandywine Avenue LLG Ref. 3-19-3181 Westbound Northbound Eastbound Chula Vista Brandywine Avenue Southbound Olypmic Parkway Southbound Westbound Olypmic Parkway Northbound Brandywine Avenue Eastbound Olypmic Parkway 07:15 to 08:15 16:30 to 17:30 Location: File Name: Intersection: Project: Date of Count: B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 0 0 0 0 1 0 0 0 0 0 0 0 1 7:30 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 0 0 0 0 1 0 0 0 0 0 0 0 1 B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 0 0 0 0 1 0 1 16:15 0 0 0 0 0 0 0 0 0 0 2 0 2 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 0 0 0 0 0 0 0 0 0 0 3 0 3 Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | info@yourcountdata.com Intersection Turning Movement - Bicycle & Pedestrian Count 3 0 0 0 0 0 0 97 PM Brandywine Avenue Olypmic Parkway Brandywine Avenue Olypmic Parkway 0 0 0 1 0 0 0 0 0 0 0 0 0 TotalsSouthboundWestboundNorthbound 0 0 4 2 3 1 0 0 00 10 0 0 0 Eastbound 0 2 0 0 0 0 0 Olypmic Parkway Eastbound Ped 0 1 0 Totals 0 Ped 10 0 00 0 0 Ped 0 0 Ped 0 Olypmic Parkway Southbound 0 0 4 0 0 0 Brandywine Avenue 0 Brandywine Avenue Northbound Ped 0 3 0 0 Westbound Ped 0 1 0 0 1 Ped 4 0 0 0 4 AM Thursday, January 16, 2020 Chula Vista Ped Ped Ped 1 0 1 0 0 0 0 0 0 0 0 3 #04 ITM-20-004-04 Olympic Parkway & Brandywine Avenue LLG Ref. 3-19-3181 1 Location: File Name: Intersection: Project: Date of Count: Olypmic Parkway 3 / 0 Brandywine AvenueAM: 49 132 190 0 PM: 44 156 247 0Brandywine Avenue AM: 0 221 160 153 PM: 0 199 180 166 4 / 7 Olypmic Parkway 1 / 1 PM: 258 1920 73 3 AM: 197 1471 33 0Time Period AM = 07:15 to 08:15 PM = 16:30 to 17:30 2 / 1 AM: 283 2005 276 1 PM: 193 1389 141 0Intersection Turning Movement - Peak Hour Summary #04 ITM-20-004-04 Olympic Parkway & Brandywine Avenue LLG Ref. 3-19-3181 Thursday, January 16, 2020 Chula Vista N Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | info@yourcountdata.com Location: File Name: Intersection: Project: Date of Count: Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 164 69 53 20 334 124 73 70 29 46 380 38 1400 7:15 148 76 75 23 450 165 91 86 29 39 387 29 1598 7:30 113 69 81 15 466 106 71 47 24 41 310 29 1372 7:45 71 49 65 32 432 62 63 37 23 56 368 40 1298 8:00 62 50 43 30 324 46 72 50 22 38 305 60 1102 8:15 53 37 54 19 386 70 59 47 20 31 319 22 1117 8:30 27 29 59 17 389 54 37 27 14 33 240 28 954 8:45 29 39 46 18 308 32 37 35 21 33 245 12 855 Total 667 418 476 174 3089 659 503 399 182 317 2554 258 9696 Approach%42.7 26.8 30.5 4.4 78.8 16.8 46.4 36.8 16.8 10.1 81.6 8.2 Total%6.9 4.3 4.9 1.8 31.9 6.8 5.2 4.1 1.9 3.3 26.3 2.7 AM Intersection Peak Hour: Volume 496 263 274 90 1,682 457 298 240 105 182 1,445 136 5,668 Approach%48.0 25.5 26.5 4.0 75.5 20.5 46.3 37.3 16.3 10.3 82.0 7.7 Total%8.8 4.6 4.8 1.6 29.7 8.1 5.3 4.2 1.9 3.2 25.5 2.4 PHF 0.86 0.87 0.78 0.95 0.87 Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 77 38 50 26 287 83 46 40 26 58 436 63 1230 16:15 75 37 36 22 294 79 33 50 30 74 508 54 1292 16:30 122 40 48 27 269 62 47 51 25 50 429 59 1229 16:45 92 41 39 28 263 79 29 45 28 60 496 54 1254 17:00 107 43 44 25 343 90 38 39 40 58 450 61 1338 17:15 102 48 43 18 344 73 38 51 21 57 436 64 1295 17:30 82 55 56 17 266 54 40 47 25 51 410 47 1150 17:45 59 44 47 20 242 61 39 30 26 55 400 60 1083 Total 716 346 363 183 2308 581 310 353 221 463 3565 462 9871 Approach%50.2 24.3 25.5 6.0 75.1 18.9 35.1 39.9 25.0 10.3 79.4 10.3 Total%7.3 3.5 3.7 1.9 23.4 5.9 3.1 3.6 2.2 4.7 36.1 4.7 PM Intersection Peak Hour: Volume 423 172 174 98 1,219 304 152 186 114 225 1,811 238 5,116 Approach%55.0 22.4 22.6 6.0 75.2 18.8 33.6 41.2 25.2 9.9 79.6 10.5 Total%8.3 3.4 3.4 1.9 23.8 5.9 3.0 3.6 2.2 4.4 35.4 4.7 PHF 0.92 0.88 0.92 0.93 0.96 Intersection Turning Movement - Peak Hour Vehicle Count AM Thursday, January 16, 2020 PM Heritage Road Olypmic Parkway Heritage Road Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | info@yourcountdata.com #05 ITM-20-004-05 Olympic Parkway & Heritage Road LLG Ref. 3-19-3181 Westbound Northbound Eastbound Chula Vista Heritage Road Southbound Olypmic Parkway Southbound Westbound Olypmic Parkway Northbound Heritage Road Eastbound Olypmic Parkway 07:00 to 08:00 16:30 to 17:30 Location: File Name: Intersection: Project: Date of Count: B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 5 0 0 1 0 6 7:15 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 0 0 0 0 0 0 0 5 0 0 1 0 6 B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 0 0 0 0 0 0 0 0 0 0 0 0 0 Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | info@yourcountdata.com Intersection Turning Movement - Bicycle & Pedestrian Count 0 0 0 0 0 0 0 43 PM Heritage Road Olypmic Parkway Heritage Road Olypmic Parkway 3 0 0 0 0 1 0 0 0 0 0 0 0 TotalsSouthboundWestboundNorthbound 1 0 0 8 0 0 0 0 10 8 0 0 0 Eastbound 4 1 0 0 0 0 2 Olypmic Parkway Eastbound Ped 0 0 0 Totals 4 Ped 1 0 00 0 0 Ped 0 0 Ped 0 Olypmic Parkway Southbound 0 0 0 2 0 0 Heritage Road 0 Heritage Road Northbound Ped 0 0 0 0 Westbound Ped 0 0 0 0 0 Ped 0 0 0 0 0 AM Thursday, January 16, 2020 Chula Vista Ped Ped Ped 1 0 0 0 0 0 0 0 1 0 0 0 #05 ITM-20-004-05 Olympic Parkway & Heritage Road LLG Ref. 3-19-3181 3 Location: File Name: Intersection: Project: Date of Count: Olypmic Parkway 0 / 0 Heritage RoadAM: 298 240 105 5 PM: 152 186 114 0Heritage Road AM: 0 274 263 496 PM: 0 174 172 423 0 / 3 Olypmic Parkway 0 / 0 PM: 225 1811 238 0 AM: 182 1445 136 1Time Period AM = 07:00 to 08:00 PM = 16:30 to 17:30 8 / 1 AM: 90 1682 457 0 PM: 98 1219 304 0Intersection Turning Movement - Peak Hour Summary #05 ITM-20-004-05 Olympic Parkway & Heritage Road LLG Ref. 3-19-3181 Thursday, January 16, 2020 Chula Vista N Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | info@yourcountdata.com Location: File Name: Intersection: Project: Date of Count: Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 0 0 0 60 375 0 98 0 26 0 298 139 996 7:15 0 0 0 36 460 0 104 0 35 0 418 130 1183 7:30 0 0 0 19 504 0 127 0 27 0 414 97 1188 7:45 0 0 0 8 482 0 68 0 14 0 389 62 1023 8:00 0 0 0 8 408 0 43 0 6 0 358 80 903 8:15 0 0 0 8 452 0 60 0 8 0 339 66 933 8:30 0 0 0 3 410 0 46 0 5 0 239 38 741 8:45 0 0 0 4 385 0 26 0 7 0 251 37 710 Total 0 0 0 146 3476 0 572 0 128 0 2706 649 7677 Approach%---4.0 96.0 -81.7 -18.3 -80.7 19.3 Total%---1.9 45.3 -7.5 -1.7 -35.2 8.5 AM Intersection Peak Hour: Volume - - - 123 1,821 - 397 - 102 - 1,519 428 4,390 Approach%---6.3 93.7 -79.6 -20.4 -78.0 22.0 Total%---2.8 41.5 -9.0 -2.3 -34.6 9.7 PHF #DIV/0!0.93 0.81 0.89 0.92 Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 0 0 0 8 432 0 44 0 14 0 458 90 1046 16:15 0 0 0 6 357 0 43 0 9 0 470 72 957 16:30 0 0 0 8 324 0 59 0 10 0 452 72 925 16:45 0 0 0 1 372 0 41 0 10 0 534 96 1054 17:00 0 0 0 10 371 0 29 0 12 0 559 111 1092 17:15 0 0 0 5 392 0 33 0 11 0 531 89 1061 17:30 0 0 0 8 340 0 54 0 15 0 474 85 976 17:45 0 0 0 7 300 0 48 0 8 0 529 88 980 Total 0 0 0 53 2888 0 351 0 89 0 4007 703 8091 Approach%---1.8 98.2 -79.8 -20.2 -85.1 14.9 Total%---0.7 35.7 -4.3 -1.1 -49.5 8.7 PM Intersection Peak Hour: Volume - - - 24 1,475 - 157 - 48 - 2,098 381 4,183 Approach%---1.6 98.4 -76.6 -23.4 -84.6 15.4 Total%---0.6 35.3 -3.8 -1.1 -50.2 9.1 PHF #DIV/0!0.94 0.74 0.93 0.96 Intersection Turning Movement - Peak Hour Vehicle Count AM Thursday, January 16, 2020 PM Santa Ventia Street Olypmic Parkway - Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | info@yourcountdata.com #06R ITM-20-004-06R Olympic Parkway & Santa Ventia Street LLG Ref. 3-19-3181 Westbound Northbound Eastbound Chula Vista Santa Ventia Street Southbound Olypmic Parkway Southbound Westbound Olypmic Parkway Northbound - Eastbound Olypmic Parkway 07:00 to 08:00 16:45 to 17:45 Location: File Name: Intersection: Project: Date of Count: B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 0 0 0 0 0 0 0 0 0 0 0 0 0 B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 0 0 0 0 0 0 0 0 0 0 0 0 0 Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | info@yourcountdata.com Intersection Turning Movement - Bicycle & Pedestrian Count 0 0 0 0 0 0 0 55 PM Santa Ventia Street Olypmic Parkway -Olypmic Parkway 0 0 0 0 1 0 0 0 0 0 0 0 1 TotalsSouthboundWestboundNorthbound 0 0 0 0 0 0 0 0 00 0 0 0 0 Eastbound 0 0 0 0 0 0 0 Olypmic Parkway Eastbound Ped 0 0 0 Totals 0 Ped 0 0 00 0 0 Ped 0 0 Ped 0 Olypmic Parkway Southbound 0 0 0 0 0 0 Santa Ventia Street 0 - Northbound Ped 0 0 0 0 Westbound Ped 1 0 0 0 1 Ped 2 0 0 0 2 AM Thursday, January 16, 2020 Chula Vista Ped Ped Ped 0 0 0 0 0 0 0 0 1 0 1 0 #06R ITM-20-004-06R Olympic Parkway & Santa Ventia Street LLG Ref. 3-19-3181 0 Location: File Name: Intersection: Project: Date of Count: Olypmic Parkway 0 / 0 -AM: 397 0 102 0 PM: 157 0 48 0Santa Ventia Street AM: 0 0 0 0 PM: 0 0 0 0 0 / 5 Olypmic Parkway 0 / 0 PM: 0 2098 381 0 AM: 0 1519 428 0Time Period AM = 07:00 to 08:00 PM = 16:45 to 17:45 0 / 0 AM: 123 1821 0 0 PM: 24 1475 0 0Intersection Turning Movement - Peak Hour Summary #06R ITM-20-004-06R Olympic Parkway & Santa Ventia Street LLG Ref. 3-19-3181 Thursday, January 16, 2020 Chula Vista N Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | info@yourcountdata.com Location: File Name: Intersection: Project: Date of Count: Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 23 194 66 78 230 22 148 134 38 34 98 95 1160 7:15 24 171 58 43 249 22 153 156 46 118 187 138 1365 7:30 26 102 44 11 301 30 179 180 39 87 201 127 1327 7:45 42 94 35 13 279 19 187 127 23 71 218 104 1212 8:00 22 87 35 8 273 17 122 99 9 61 229 106 1068 8:15 19 78 44 9 278 30 126 82 16 60 215 118 1075 8:30 17 45 32 4 269 13 128 78 16 38 173 56 869 8:45 14 38 26 11 215 20 104 63 4 55 183 50 783 Total 187 809 340 177 2094 173 1147 919 191 524 1504 794 8859 Approach%14.0 60.6 25.4 7.2 85.7 7.1 50.8 40.7 8.5 18.6 53.3 28.1 Total%2.1 9.1 3.8 2.0 23.6 2.0 12.9 10.4 2.2 5.9 17.0 9.0 AM Intersection Peak Hour: Volume 115 561 203 145 1,059 93 667 597 146 310 704 464 5,064 Approach%13.1 63.8 23.1 11.2 81.6 7.2 47.3 42.3 10.4 21.0 47.6 31.4 Total%2.3 11.1 4.0 2.9 20.9 1.8 13.2 11.8 2.9 6.1 13.9 9.2 PHF 0.78 0.95 0.89 0.83 0.93 Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 43 83 43 17 245 25 92 82 10 51 317 110 1118 16:15 33 106 37 14 246 28 82 73 6 61 340 124 1150 16:30 51 83 38 13 261 38 107 76 6 62 321 119 1175 16:45 43 14 49 19 187 25 103 88 11 59 339 126 1063 17:00 38 84 50 14 266 32 128 76 13 70 351 129 1251 17:15 33 83 38 16 279 25 99 89 18 63 313 116 1172 17:30 41 79 22 18 213 23 84 61 7 54 333 116 1051 17:45 40 94 36 10 180 19 79 66 13 46 281 95 959 Total 322 626 313 121 1877 215 774 611 84 466 2595 935 8939 Approach%25.5 49.6 24.8 5.5 84.8 9.7 52.7 41.6 5.7 11.7 64.9 23.4 Total%3.6 7.0 3.5 1.4 21.0 2.4 8.7 6.8 0.9 5.2 29.0 10.5 PM Intersection Peak Hour: Volume 165 264 175 62 993 120 437 329 48 254 1,324 490 4,661 Approach%27.3 43.7 29.0 5.3 84.5 10.2 53.7 40.4 5.9 12.3 64.0 23.7 Total%3.5 5.7 3.8 1.3 21.3 2.6 9.4 7.1 1.0 5.4 28.4 10.5 PHF 0.88 0.92 0.94 0.94 0.93 16:30 to 17:30 #07 ITM-20-004-07 Olympic Parkway & La Media Road LLG Ref. 3-19-3181 Westbound Northbound Eastbound Chula Vista La Media Road Southbound Olypmic Parkway Southbound Westbound Olypmic Parkway Northbound La Media Road Eastbound Olypmic Parkway 07:00 to 08:00 AM Thursday, January 16, 2020 PM La Media Road Olypmic Parkway La Media Road Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | info@yourcountdata.com Intersection Turning Movement - Peak Hour Vehicle Count Location: File Name: Intersection: Project: Date of Count: B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 7:00 0 1 0 0 0 0 0 0 0 0 0 0 1 7:15 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 0 0 0 0 1 0 0 0 0 0 0 0 1 7:45 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 0 1 0 0 0 0 0 0 0 0 1 0 2 8:15 0 10 0 0 0 0 0 0 0 0 0 0 10 8:30 0 0 0 0 1 0 0 0 0 0 0 0 1 8:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 0 12 0 0 2 0 0 0 0 0 1 0 15 B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right B-Left B-Thru B-Right Bicycle 16:00 1 0 0 0 0 0 0 0 0 0 0 0 1 16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 0 0 0 1 0 1 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 0 0 0 0 0 0 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Total Bike Total 1 0 0 0 0 0 0 0 0 0 1 0 2 3 2 0 0 0 0 0 0 1 2 0 0 #07 ITM-20-004-07 Olympic Parkway & La Media Road LLG Ref. 3-19-3181 0 2 0 0 0 2 Ped 5 0 2 0 7 AM Thursday, January 16, 2020 Chula Vista Ped Ped Ped Ped 0 0 Ped 0 Olypmic Parkway Southbound 0 2 0 0 0 0 La Media Road 1 La Media Road Northbound Ped 1 0 0 0 Westbound Ped 1 0 0 8 1 2 8 Olypmic Parkway Eastbound Ped 0 2 0 Totals 3 Ped 2 1 00 0 0 TotalsSouthboundWestboundNorthbound 0 0 1 4 9 2 0 0 00 16 0 0 0 Eastbound 7 PM La Media Road Olypmic Parkway La Media Road Olypmic Parkway 0 0 0 0 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 0 12 Intersection Turning Movement - Bicycle & Pedestrian Count Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | info@yourcountdata.com Location: File Name: Intersection: Project: Date of Count: Report Generated by Bearcat Enterprises LLC, DBA "Count Data" | 619-987-5136 | info@yourcountdata.com Olympic Parkway & La Media Road LLG Ref. 3-19-3181 Thursday, January 16, 2020 Chula Vista N Intersection Turning Movement - Peak Hour Summary #07 ITM-20-004-07 2 / 0 PM: 254 1324 490 1 AM: 310 704 464 1Time Period AM = 07:00 to 08:00 PM = 16:30 to 17:30 4 / 3 AM: 145 1059 93 2 PM: 62 993 120 0La Media Road AM: 12 203 561 115 PM: 1 175 264 165 1 / 7 Olypmic Parkway Olypmic Parkway 9 / 2 La Media RoadAM: 667 597 146 0 PM: 437 329 48 0 Location:E. Orange Ave, between Max Ave and Melrose Ave Date:Thursday, January 16, 2020 Total Daily Volume:Description:Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 171 127 114 120 284 574 951 1587 1421 1168 1204 1378 1390 1524 1793 2069 2022 1966 1557 1157 890 753 518 320 45 38 40 26 37 120 189 296 429 268 291 312 324 363 393 544 496 513 391 336 237 219 158 89 56 34 32 30 57 121 204 342 351 292 302 319 346 363 423 549 552 494 387 332 252 208 133 96 41 29 24 34 98 151 275 428 328 312 307 370 391 411 483 484 493 508 408 256 208 169 129 75 29 26 18 30 92 182 283 521 313 296 304 377 329 387 494 492 481 451 371 233 193 157 98 60 Date:Thursday, January 16, 2020 Total Daily Volume:Description:Eastbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 66 50 46 73 174 401 636 793 730 534 576 620 628 746 850 910 916 880 690 546 386 325 203 124 17 17 13 11 21 80 138 182 238 130 123 143 160 182 189 248 235 229 189 163 102 99 65 36 23 17 11 18 34 85 145 166 181 135 140 134 146 167 199 251 268 207 167 161 118 90 51 34 13 9 11 22 62 117 179 200 165 139 162 173 176 212 246 224 235 240 175 110 95 67 57 24 13 7 11 22 57 119 174 245 146 130 151 170 146 185 216 187 178 204 159 112 71 69 30 30 Date:Thursday, January 16, 2020 Total Daily Volume:Description:Westbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 105 77 68 47 110 173 315 794 691 634 628 758 762 778 943 1159 1106 1086 867 611 504 428 315 196 28 21 27 15 16 40 51 114 191 138 168 169 164 181 204 296 261 284 202 173 135 120 93 53 33 17 21 12 23 36 59 176 170 157 162 185 200 196 224 298 284 287 220 171 134 118 82 62 28 20 13 12 36 34 96 228 163 173 145 197 215 199 237 260 258 268 233 146 113 102 72 51 16 19 7 8 35 63 109 276 167 166 153 207 183 202 278 305 303 247 212 121 122 88 68 30 13155 Report Generated by "Count Data" all rights reserved Linscott, Law & Greenspan, Engineers 4542 Ruffner Street, Suite 100, San Diego, CA 92111 Average Daily Traffic 25058 11903 Location:Olympic Pkwy, between Melrose Ave and Oleander Ave Date:Thursday, January 16, 2020 Total Daily Volume:Description:Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 474 326 270 389 1101 2685 3877 4775 4173 3111 2889 2998 3394 3492 4637 5372 4834 4655 4235 3302 2493 2132 1487 881 153 77 62 62 170 540 877 1057 1264 780 704 721 773 773 1026 1320 1295 1110 1063 946 603 579 461 287 119 92 64 93 200 670 917 1107 1008 751 721 721 843 852 1054 1346 1204 1278 1113 904 713 563 365 225 112 75 80 105 309 721 1029 1297 935 815 721 717 843 944 1260 1342 1171 1149 1055 745 627 524 361 212 90 82 64 129 422 754 1054 1314 966 765 743 839 935 923 1297 1364 1164 1118 1004 707 550 466 300 157 Date:Thursday, January 16, 2020 Total Daily Volume:Description:Eastbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 307 178 143 149 201 484 1440 1935 1617 1239 1286 1420 1644 1888 2581 2576 2680 2629 2466 1927 1406 1156 839 474 101 39 38 31 30 81 208 462 512 295 317 329 390 395 607 656 633 672 657 557 351 301 272 139 74 60 31 29 46 113 314 428 402 329 311 348 388 445 629 657 691 678 629 540 404 303 198 135 76 37 41 39 59 114 461 481 366 280 309 332 406 492 664 645 678 644 593 403 335 264 191 107 56 42 33 50 66 176 457 564 337 335 349 411 460 556 681 618 678 635 587 427 316 288 178 93 Date:Thursday, January 16, 2020 Total Daily Volume:Description:Westbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 167 148 127 240 900 2201 2437 2840 2556 1872 1603 1578 1750 1604 2056 2796 2154 2026 1769 1375 1087 976 648 407 52 38 24 31 140 459 669 595 752 485 387 392 383 378 419 664 662 438 406 389 252 278 189 148 45 32 33 64 154 557 603 679 606 422 410 373 455 407 425 689 513 600 484 364 309 260 167 90 36 38 39 66 250 607 568 816 569 535 412 385 437 452 596 697 493 505 462 342 292 260 170 105 34 40 31 79 356 578 597 750 629 430 394 428 475 367 616 746 486 483 417 280 234 178 122 64 35317 Report Generated by "Count Data" all rights reserved Linscott, Law & Greenspan, Engineers 4542 Ruffner Street, Suite 100, San Diego, CA 92111 Average Daily Traffic 67982 32665 Location:Olympic Pkwy, between Oleander Ave and Brandywine Ave Date:Thursday, January 16, 2020 Total Daily Volume:Description:Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 417 293 237 324 925 2132 3108 3879 3353 2574 2364 2536 2803 2937 3881 4654 3907 3809 3519 3019 2176 1828 1332 788 136 68 54 48 136 442 645 902 991 628 585 579 622 647 863 1120 1010 937 877 876 550 499 405 257 103 80 52 68 177 523 711 926 833 617 600 648 696 724 911 1157 982 1036 937 808 612 478 328 199 98 70 73 93 275 581 849 1030 768 676 585 621 715 780 1033 1170 962 929 869 737 516 457 337 191 80 75 58 115 337 586 903 1021 761 653 594 688 770 786 1074 1207 953 907 836 598 498 394 262 141 Date:Thursday, January 16, 2020 Total Daily Volume:Description:Eastbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 276 166 127 132 174 411 1270 1621 1388 1066 1079 1225 1424 1624 2238 2212 2267 2175 2119 1920 1241 1002 757 431 91 36 34 25 27 67 191 402 447 246 274 258 319 341 521 565 532 558 561 562 330 266 238 130 62 53 24 23 44 92 268 383 337 288 268 326 331 382 523 555 592 566 545 530 343 258 182 119 72 35 39 37 52 105 402 392 314 242 246 295 347 418 620 563 559 526 500 458 282 229 180 98 51 42 30 47 51 147 409 444 290 290 291 346 427 483 574 529 584 525 513 370 286 249 157 84 Date:Thursday, January 16, 2020 Total Daily Volume:Description:Westbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 141 127 110 192 751 1721 1838 2258 1965 1508 1285 1311 1379 1313 1643 2442 1640 1634 1400 1099 935 826 575 357 45 32 20 23 109 375 454 500 544 382 311 321 303 306 342 555 478 379 316 314 220 233 167 127 41 27 28 45 133 431 443 543 496 329 332 322 365 342 388 602 390 470 392 278 269 220 146 80 26 35 34 56 223 476 447 638 454 434 339 326 368 362 413 607 403 403 369 279 234 228 157 93 29 33 28 68 286 439 494 577 471 363 303 342 343 303 500 678 369 382 323 228 212 145 105 57 28450 Report Generated by "Count Data" all rights reserved Linscott, Law & Greenspan, Engineers 4542 Ruffner Street, Suite 100, San Diego, CA 92111 Average Daily Traffic 56795 28345 Location:Olympic Pkwy, between Brandywine Ave and Heritage Rd Date:Thursday, January 16, 2020 Total Daily Volume:Description:Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 391 267 203 304 877 1941 2984 4179 3283 2416 2256 2363 2619 2824 3904 4391 3924 3826 3439 2600 2104 1766 1240 715 131 63 43 42 120 434 593 991 921 600 559 552 581 619 792 1166 917 1003 865 707 576 448 371 230 97 70 47 64 170 459 643 1056 923 619 588 576 649 713 951 1062 1022 1002 921 694 581 470 311 194 92 71 63 95 261 487 811 1069 770 641 544 602 674 742 976 1140 1005 941 882 651 471 456 295 152 71 63 50 103 326 561 937 1063 669 556 565 633 715 750 1185 1023 980 880 771 548 476 392 263 139 Date:Thursday, January 16, 2020 Total Daily Volume:Description:Eastbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 255 158 111 121 162 375 1256 1854 1402 1004 1056 1161 1333 1566 2223 2213 2373 2206 2053 1559 1213 970 721 403 87 33 29 25 26 67 177 504 429 242 270 267 300 334 463 560 542 565 538 401 348 245 232 120 58 49 25 20 40 80 236 474 400 254 273 277 315 388 570 590 634 556 568 419 319 244 176 114 68 36 32 36 49 83 365 412 288 258 244 285 330 390 558 567 594 558 478 385 264 241 150 88 42 40 25 40 47 145 478 464 285 250 269 332 388 454 632 496 603 527 469 354 282 240 163 81 Date:Thursday, January 16, 2020 Total Daily Volume:Description:Westbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 136 109 92 183 715 1566 1728 2325 1881 1412 1200 1202 1286 1258 1681 2178 1551 1620 1386 1041 891 796 519 312 44 30 14 17 94 367 416 487 492 358 289 285 281 285 329 606 375 438 327 306 228 203 139 110 39 21 22 44 130 379 407 582 523 365 315 299 334 325 381 472 388 446 353 275 262 226 135 80 24 35 31 59 212 404 446 657 482 383 300 317 344 352 418 573 411 383 404 266 207 215 145 64 29 23 25 63 279 416 459 599 384 306 296 301 327 296 553 527 377 353 302 194 194 152 100 58 27068 Report Generated by "Count Data" all rights reserved Linscott, Law & Greenspan, Engineers 4542 Ruffner Street, Suite 100, San Diego, CA 92111 Average Daily Traffic 54816 27748 Location:Olympic Pkwy, between Heritage Rd and Santa Venetia St Date:Thursday, January 16, 2020 Total Daily Volume:Description:Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 373 220 186 272 762 1602 2702 4368 3180 2244 2127 2319 2541 2786 4052 4543 3917 3753 3396 2646 2076 1746 1171 699 121 57 38 41 111 356 462 1115 863 568 504 545 581 624 764 1278 923 1028 864 713 572 464 362 229 92 63 45 54 151 377 536 1207 926 581 579 571 647 674 960 1031 968 960 862 706 576 482 288 186 88 52 53 88 233 425 726 1052 736 578 527 576 681 727 1003 1163 999 933 908 656 454 417 270 147 72 48 50 89 267 444 978 994 655 517 517 627 632 761 1325 1071 1027 832 762 571 474 383 251 137 Date:Thursday, January 16, 2020 Total Daily Volume:Description:Eastbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 235 126 102 117 162 340 1180 1975 1400 970 1011 1172 1276 1500 2234 2336 2306 2169 1951 1531 1150 926 629 379 78 28 21 27 30 59 143 552 427 244 237 290 282 324 447 647 507 573 491 404 322 247 198 122 54 41 28 17 40 73 197 529 412 235 289 275 343 354 575 529 577 518 522 398 312 235 146 102 59 27 24 37 47 84 323 443 278 252 237 272 326 384 571 609 593 582 499 388 250 213 135 77 44 30 29 36 45 124 517 451 283 239 248 335 325 438 641 551 629 496 439 341 266 231 150 78 Date:Thursday, January 16, 2020 Total Daily Volume:Description:Westbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 138 94 84 155 600 1262 1522 2393 1780 1274 1116 1147 1265 1286 1818 2207 1611 1584 1445 1115 926 820 542 320 43 29 17 14 81 297 319 563 436 324 267 255 299 300 317 631 416 455 373 309 250 217 164 107 38 22 17 37 111 304 339 678 514 346 290 296 304 320 385 502 391 442 340 308 264 247 142 84 29 25 29 51 186 341 403 609 458 326 290 304 355 343 432 554 406 351 409 268 204 204 135 70 28 18 21 53 222 320 461 543 372 278 269 292 307 323 684 520 398 336 323 230 208 152 101 59 26504 Report Generated by "Count Data" all rights reserved Linscott, Law & Greenspan, Engineers 4542 Ruffner Street, Suite 100, San Diego, CA 92111 Average Daily Traffic 53681 27177 Location:Olympic Pkwy, between Santa Venetia St and La Media Rd Date:Thursday, January 16, 2020 Total Daily Volume:Description:Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 351 199 170 242 658 1429 2172 3553 2871 2046 1991 2134 2350 2570 3500 3828 3452 3425 3132 2358 1911 1579 1063 630 104 50 34 36 86 313 435 690 769 530 487 498 557 581 742 978 824 963 802 588 532 400 345 201 88 59 42 50 122 353 447 1019 805 536 541 526 589 637 850 911 851 865 781 682 532 455 265 171 86 49 48 83 199 391 587 918 682 511 478 540 628 672 836 977 881 844 831 578 407 377 237 127 73 41 46 73 251 372 703 926 615 469 485 570 576 680 1072 962 896 753 718 510 440 347 216 131 Date:Thursday, January 16, 2020 Total Daily Volume:Description:Eastbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 208 111 91 107 148 310 859 1614 1277 895 948 1083 1167 1361 1888 2086 1989 2000 1800 1356 1012 806 559 329 61 24 18 23 34 54 129 263 371 233 240 252 268 300 418 541 446 557 451 321 278 210 182 100 47 36 27 18 27 67 152 515 373 219 266 264 309 348 485 501 501 476 471 392 279 205 135 90 57 25 21 38 47 82 243 435 259 225 213 264 292 340 422 516 494 501 459 338 220 189 118 61 43 26 25 28 40 107 335 401 274 218 229 303 298 373 563 528 548 466 419 305 235 202 124 78 Date:Thursday, January 16, 2020 Total Daily Volume:Description:Westbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 143 88 79 135 510 1119 1313 1939 1594 1151 1043 1051 1183 1209 1612 1742 1463 1425 1332 1002 899 773 504 301 43 26 16 13 52 259 306 427 398 297 247 246 289 281 324 437 378 406 351 267 254 190 163 101 41 23 15 32 95 286 295 504 432 317 275 262 280 289 365 410 350 389 310 290 253 250 130 81 29 24 27 45 152 309 344 483 423 286 265 276 336 332 414 461 387 343 372 240 187 188 119 66 30 15 21 45 211 265 368 525 341 251 256 267 278 307 509 434 348 287 299 205 205 145 92 53 23610 Report Generated by "Count Data" all rights reserved Linscott, Law & Greenspan, Engineers 4542 Ruffner Street, Suite 100, San Diego, CA 92111 Average Daily Traffic 47614 24004 Location:Olympic Pkwy, between La Media Rd and E. Palomar St Date:Thursday, January 16, 2020 Total Daily Volume:Description:Total Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 295 152 123 178 408 986 1436 2222 1994 1478 1425 1576 1775 1921 2459 2810 2594 2559 2330 1867 1475 1230 785 477 91 41 25 30 64 227 294 496 560 398 358 372 427 434 571 721 654 705 563 465 401 310 231 163 75 44 28 38 98 221 307 548 540 368 368 387 417 496 577 647 624 631 606 531 415 346 205 136 75 38 36 58 98 284 370 587 470 353 345 411 484 487 577 710 694 640 601 458 315 296 180 92 54 29 34 52 148 254 465 591 424 359 354 406 447 504 734 732 622 583 560 413 344 278 169 86 Date:Thursday, January 16, 2020 Total Daily Volume:Description:Eastbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 171 84 69 81 114 220 468 975 895 673 709 823 902 985 1303 1646 1495 1513 1350 1100 787 613 391 251 53 21 15 19 25 42 79 162 261 182 171 195 216 223 292 446 360 400 331 269 205 142 114 92 42 28 17 14 31 42 94 249 241 162 201 197 223 264 319 388 358 344 354 305 223 160 103 68 46 19 18 28 22 63 123 266 199 153 162 210 232 235 286 383 394 394 362 277 176 152 76 38 30 16 19 20 36 73 172 298 194 176 175 221 231 263 406 429 383 375 303 249 183 159 98 53 Date:Thursday, January 16, 2020 Total Daily Volume:Description:Westbound Volume 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 124 68 54 97 294 766 968 1247 1099 805 716 753 873 936 1156 1164 1099 1046 980 767 688 617 394 226 38 20 10 11 39 185 215 334 299 216 187 177 211 211 279 275 294 305 232 196 196 168 117 71 33 16 11 24 67 179 213 299 299 206 167 190 194 232 258 259 266 287 252 226 192 186 102 68 29 19 18 30 76 221 247 321 271 200 183 201 252 252 291 327 300 246 239 181 139 144 104 54 24 13 15 32 112 181 293 293 230 183 179 185 216 241 328 303 239 208 257 164 161 119 71 33 16937 Report Generated by "Count Data" all rights reserved Linscott, Law & Greenspan, Engineers 4542 Ruffner Street, Suite 100, San Diego, CA 92111 Average Daily Traffic 34555 17618 TRAFFIC SIGNAL TIMING SHEET -- CITY OF CHULA VISTA SCN: 162 ADDRESS: 10 Program:233; SET CLOCK: SET DATE:81=ddyym ; SET TIME:80=hhmms [day]; 8F=mmss.s ; E KEY ENABLE: F-9-E = 9 ;SET MODE:{C-0-C=0} C-A-1=0 ; F-C-0=5.0 ; F-O-F=3.0 ; ESTABLISH COMM: C-0-0=ADDRESS ; C-0-1=1 ; C-0-2=1 ; C-0-3=SCN ; SET PED PHASES: {C-0-E=125} E-F-5=[2] ; E-F-6=[6] ; E-F-7=[4] ; E-F-8=[8] ; SET OPTICOM: {C-0-E=125} E-E-A=[2,5] ; E-E-B=[4,7] ; E-E-C=[1,6] ; E-E-D=[3,8] ; E-F-F=[3] ; F-0-8=F-0-9=2 ; PHASE FLAGS {C-0-F = 1} (F-F-X) PHASE TIMING BANK 1 {C-0-F = 1} (F-PHASE-X) LOCAL SCHEDULER{C-0-9 = 0.1}(PAGE 1) 0 1 2 3 4 6 7 8 9 A B C D E F 0 1 2 3 4 5 6 7 8 9 A B C D E F 9-EVENT TIME PLAN/OS [ DAY ] PHASE 1 X 4 2.6 2.6 2.6 55 3.2 1.0 0 = 0630 8 A [2,3,4,5,6] 1 = 0900 7 A [2,3,4,5,6] → 2 X X 7 16 10 1.2 5.5 5.9 2.0 60 1.4 4.3 1.0 2 = 1430 9 A [2,3,4,5,6] 3 = 1900 7 A [2,3,4,5,6] 3 X 4 2.0 2.0 2.0 40 3.2 1.0 4 = 2000 E A [2,3,4,5,6] 5 = 1000 7 A [1,7] 4 X 7 23 7 3.0 3.0 3.0 50 4.4 1.0 6 = 1900 E A [1,7] 7 = A 5 X 4 2.5 2.5 2.5 55 3.2 1.0 8 = A 9 = A ← 6 X X 7 14 10 1.2 5.5 5.9 2.0 60 1.4 5.2 1.0 A = A B = A 7 X 4 2.0 2.0 2.0 35 3.2 1.0 C = A D = A 8 X 7 26 7 3.0 3.0 3.0 50 4.0 1.0 E = A F = A OTHER INPUTS: {C-0-E = 126} E-1-8 = E-1-9 = E-1-A = E-1-B = [4,5,7] NOTE:Plan E=Free ; Plan F=Flash {C-0-C = 1} C-F-0 = [2,4,6,8] ; DETECTOR PARAM: {C-0-D = 0} D-1-0 = 2.0 ; D-3-0 = 1.5 ; D-2-0 = 2.0 ; D-4-0 = 1.5 ; D-1-6 = 2.0 ; D-3-6 = 1.5 ; D-2-6 = 2.0 ; D-4-6 = 1.5 ; COORDINATION TIMING PLAN {C-0-C = 1} (C-PLAN-X) TIMING PLAN FUNCTIONS {C-0-C = 2} (C-PLAN-X) CYCLE FORCE-OFF OFFSET [SYNC s ][LAG s] PED-ADJ RSRV-TIME[ RESERVED s][ PRETIMED s ][MAX RECALL s] 0 1 2 3 4 5 6 7 8 9 A B C D E F C-E-PLAN C-F-PLAN | 0 5 6 8 9 | PLAN 1 2 3 4 5 6 7 128 90 0 24 65 90 0 24 65 0 12 0 0 27 255 0 [2,6] [2,4,6,8] 8 150 97 0 15 68 97 0 27 68 0 128 0 0 26 255 0 [2,6] [2,4,6,8] 9 140 86 0 20 52 86 0 20 52 0 113 0 0 26 255 3 [2,6] [2,4,6,8] 3 ___________________________________________________________________________________________________________________________________________________________ NOTE: VIEW CURRENT BANK: {C-0-F = 0} F-C-E = (Current Bank) ; BATT. CHECK: {C-0-E = 112} E-0-A = (85 is OK) = (84 is BAD) ; DATE : April 20, 2016 VERSION: 2.1 BRANDYWINE / OLYMPIC TRAFFIC SIGNAL TIMING SHEET -- CITY OF CHULA VISTA SCN: 171 ADDRESS: 18 Program:233; SET CLOCK: SET DATE:81=ddyym ; SET TIME:80=hhmms [day]; 8F=mmss.s ; E KEY ENABLE: F-9-E = 9 ;SET MODE:{C-0-C=0} C-A-1=0 ; F-C-0=5.0 ; F-O-F=3.0 ; ESTABLISH COMM: C-0-0=ADDRESS ; C-0-1=1 ; C-0-2=1 ; C-0-3=SCN ; SET PED PHASES: {C-0-E=125} E-F-5=[2] ; E-F-6=[6] ; E-F-7=[4] ; E-F-8=[8] ; SET OPTICOM: {C-0-E=125} E-E-A=[2,5] ; E-E-B=[4,7] ; E-E-C=[1,6] ; E-E-D=[3,8] ; E-F-F=[3] ; F-0-8=F-0-9=2 ; PHASE FLAGS {C-0-F = 1} (F-F-X) PHASE TIMING BANK 1 {C-0-F = 1} (F-PHASE-X) LOCAL SCHEDULER{C-0-9 = 0.1}(PAGE 1) 0 1 2 3 4 6 7 8 9 A B C D E F 0 1 2 3 4 5 6 7 8 9 A B C D E F 9-EVENT TIME PLAN/OS [ DAY ] PHASE 1 X 4 2.0 2.0 2.0 30 3.2 1.0 0 = 0000 E A [1,2,3,4,5,6,7] 1 = 0630 2 A [2,3,4,5,6] → 2 X X X 7 29 10 5.2 4.5 2.0 60 1.2 5.0 1.0 2 = 0800 3 A [2,3,4,5,6] 3 = 1400 4 A [2,3,4,5,6] 3 X 4 2.0 2.0 2.0 30 3.2 1.0 4 = 1530 5 A [2,3,4,5,6] 5 = 1830 E A [2,3,4,5,6] 4 X 7 29 7 3.5 3.5 3.5 40 0.6 4.7 1.0 6 = 1100 6 A [7] 7 = 1730 E A [7] 5 X 4 2.0 2.0 2.0 30 3.2 1.0 8 = A 9 = A ← 6 X X X 7 29 10 5.2 4.5 2.0 60 1.2 5.0 1.0 A = A B = A 7 X 4 2.0 2.0 2.0 30 3.2 1.0 C = A D = A 8 X 7 32 7 3.5 3.5 3.5 40 4.4 1.0 E = A F = A OTHER INPUTS: {C-0-E = 126} E-1-8 = E-1-9 = E-1-A = E-1-B = [4,5,7] NOTE:Plan E=Free ; Plan F=Flash {C-0-C = 1} C-F-0 = [2,4,6,8] ; DETECTOR PARAM: {C-0-D = 0} D-1-0 = 2.0 ; D-3-0 = 1.5 ; D-2-0 = 2.0 ; D-4-0 = 1.5 ; D-1-6 = 2.0 ; D-2-E = 10.0; D-2-6 = 2.0 ; D-4-6 = ; D-3-3 = ; [C-0-D = 0} D-2-F = 10.0 COORDINATION TIMING PLAN {C-0-C = 1} (C-PLAN-X) TIMING PLAN FUNCTIONS {C-0-C = 2} (C-PLAN-X) CYCLE FORCE-OFF OFFSET [SYNC s ][LAG s] PED-ADJ RSRV-TIME[ RESERVED s][ PRETIMED s ][MAX RECALL s] 0 1 2 3 4 5 6 7 8 9 A B C D E F C-E-PLAN C-F-PLAN | 0 5 6 8 9 | PLAN 1 2 150 80 0 35 66 91 0 47 66 0 76 0 0 40 255 0 [2,6] [2,4,6,8] 18 3 115 57 0 20 39 57 0 20 39 0 109 0 0 23 255 0 [2,6] [2,4,6,8] 18 4 130 70 0 26 45 70 0 26 45 0 11 0 0 29 255 0 [2,6] [2,4,6,8] 18 5 144 79 0 27 50 79 0 31 50 0 95 0 0 34 255 0 [2,6] [2,4,6,8] 18 6 120 66 0 16 43 66 0 24 43 0 109 0 0 27 255 0 [2,6] [2,4,6,8] 18 7 8 9 ___________________________________________________________________________________________________________________________________________________________ NOTE: VIEW CURRENT BANK: {C-0-F = 0} F-C-E = (Current Bank) ; BATT. CHECK: {C-0-E = 112} E-0-A = (85 is OK) = (84 is BAD) ; DATE : April 11, 2019 VERSION: 2.4 HERITAGE / OLYMPIC TRAFFIC SIGNAL TIMING SHEET -- CITY OF CHULA VISTA SCN: 175 ADDRESS: 4 Program:233; SET CLOCK: SET DATE:81=ddyym ; SET TIME:80=hhmms [day]; 8F=mmss.s ; E KEY ENABLE: F-9-E = 9 ;SET MODE:{C-0-C=0} C-A-1=0 ; F-C-0=5.0 ; F-O-F=3.0 ; ESTABLISH COMM: C-0-0=ADDRESS ; C-0-1=1 ; C-0-2=1 ; C-0-3=SCN ; SET PED PHASES: {C-0-E=125} E-F-5=[2] ; E-F-6=[6] ; E-F-7=[4] ; E-F-8=[8] ; SET OPTICOM: {C-0-E=125} E-E-A=[2,5] ; E-E-B=[4,7] ; E-E-C=[1,6] ; E-E-D=[3,8] ; E-F-F=[3] ; F-0-8=F-0-9=2 ; PHASE FLAGS {C-0-F = 1} (F-F-X) PHASE TIMING BANK 1 {C-0-F = 1} (F-PHASE-X) LOCAL SCHEDULER{C-0-9 = 0.1}(PAGE 1) 0 1 2 3 4 6 7 8 9 A B C D E F 0 1 2 3 4 5 6 7 8 9 A B C D E F 9-EVENT TIME PLAN/OS [ DAY ] PHASE 1 X 4 2.5 2.5 2.5 40 3.2 1.0 0 = 0000 E A [1,2,3,4,5,6,7] 1 = 0630 2 A [2,3,4,5,6] → 2 X X X 7 29 10 5.2 5.8 2.0 60 1.3 5.0 1.0 2 = 0800 3 A [2,3,4,5,6] 3 = 1400 4 A [2,3,4,5,6] 3 X 4 2.5 2.5 2.5 40 3.2 1.0 4 = 1530 5 A [2,3,4,5,6] 5 = 1830 E A [2,3,4,5,6] 4 X 7 33 7 4.4 4.9 2.0 46 1.3 4.7 1.0 6 = 1100 6 A [7] 7 = 1730 E A [7] 5 X 4 2.5 2.5 2.5 40 3.2 1.0 8 = A 9 = A ← 6 X X X 7 32 10 5.2 5.8 2.0 60 1.3 5.0 1.0 A = A B = A 7 X 4 2.5 2.5 2.5 40 3.2 1.0 C = A D = A 8 X 7 29 7 3.5 3.5 3.5 46 0.0 4.7 1.0 E = A F = A OTHER INPUTS: {C-0-E = 126} E-1-8 = E-1-9 = E-1-A = E-1-B = [4,5,7] NOTE:Plan E=Free ; Plan F=Flash {C-0-C = 1} C-F-0 = [2,4,6,8] ; DETECTOR PARAM: {C-0-D = 0} D-1-0 = 2.0 ; D-3-0 = 1.5 ; D-2-0 = 2.0 ; D-4-0 = 1.5 ; D-1-6 = 2.0 ; D-3-6 = 1.5 ; D-2-6 = 2.0 ; D-4-6 = 1.5 ; D-2-E = D-2-F = 10.0 COORDINATION TIMING PLAN {C-0-C = 1} (C-PLAN-X) TIMING PLAN FUNCTIONS {C-0-C = 2} (C-PLAN-X) CYCLE FORCE-OFF OFFSET [SYNC s ][LAG s] PED-ADJ RSRV-TIME[ RESERVED s][ PRETIMED s ][MAX RECALL s] 0 1 2 3 4 5 6 7 8 9 A B C D E F C-E-PLAN C-F-PLAN | 0 5 6 8 9 | PLAN 1 2 144 85 0 39 65 96 0 20 65 0 137 0 0 43 255 0 [2,6] [2,4,6,8] 12 3 115 68 0 30 52 73 0 19 52 0 29 0 0 28 255 0 [2,6] [2,4,6,8] 16 4 130 75 0 38 60 80 0 17 60 0 49 0 0 29 255 0 [2,6] [2,4,6,8] 15 5 144 73 0 31 54 83 0 19 54 0 130 0 0 34 255 0 [2,6] [2,4,6,8] 15 6 120 68 0 27 48 68 0 18 48 0 29 0 0 30 255 0 [2,6] [2,4,6,8] 17 7 8 9 ___________________________________________________________________________________________________________________________________________________________ NOTE: VIEW CURRENT BANK: {C-0-F = 0} F-C-E = (Current Bank) ; BATT. CHECK: {C-0-E = 112} E-0-A = (85 is OK) = (84 is BAD) ; DATE : February 21, 2019 VERSION: 2.2 LA MEDIA / OLYMPIC TRAFFIC SIGNAL TIMING SHEET -- CITY OF CHULA VISTA SCN: 163 ADDRESS: 11 Program:233; SET CLOCK: SET DATE:81=ddyym ; SET TIME:80=hhmms [day]; 8F=mmss.s ; E KEY ENABLE: F-9-E = 9 ;SET MODE:{C-0-C=0} C-A-1=0 ; F-C-0=5.0 ; F-O-F=3.0 ; ESTABLISH COMM: C-0-0=ADDRESS ; C-0-1=1 ; C-0-2=1 ; C-0-3=SCN ; SET PED PHASES: {C-0-E=125} E-F-5=[2] ; E-F-6=[6] ; E-F-7=[ ] ; E-F-8=[3] ; SET OPTICOM: {C-0-E=125} E-E-A=[2,5]; E-E-B=[4]; E-E-C=[1,6]; E-E-D=[3]; E-F-F=[3] ; F-0-8=F-0-9=2 ; PHASE FLAGS {C-0-F = 1} (F-F-X) PHASE TIMING BANK 1 {C-0-F = 1} (F-PHASE-X) LOCAL SCHEDULER{C-0-9 = 0.1}(PAGE 1) 0 1 2 3 4 6 7 8 9 A B C D E F 0 1 2 3 4 5 6 7 8 9 A B C D E F 9-EVENT TIME PLAN/OS [ DAY ] PHASE 1 X 4 2.0 2.0 2.0 30 3.2 1.0 0 = 0630 8 A [2,3,4,5,6] 1 = 0900 7 A [2,3,4,5,6] → 2 X X X 7 7 10 1.0 4.0 4.5 2.0 50 1.6 5.0 1.0 2 = 1430 9 A [2,3,4,5,6] 3 = 1900 7 A [2,3,4,5,6] 3 X 7 24 7 3.5 3.5 3.5 30 3.2 1.0 4 = 2000 E A [2,3,4,5,6] 5 = 1000 7 A [1,7] 4 X 7 2.5 2.5 2.5 30 3.7 1.0 6 = 1900 E A [1,7] 7 = A 5 X 4 2.0 2.0 2.0 30 3.2 1.0 8 = A 9 = A ← 6 X X X 7 10 10 1.0 4.0 4.5 2.0 50 1.6 4.3 1.0 A = A B = A 7 C = A D = A 8 E = A F = A OTHER INPUTS: {C-0-E = 126} E-1-8 = E-1-9 = E-1-A = E-1-B = [4,5,7]; E-6-B = [3] ; NOTE:Plan E=Free ; Plan F=Flash {C-0-C = 1} C-F-0 = [2,4,6] ; DETECTOR PARAM: COORDINATION TIMING PLAN {C-0-C = 1} (C-PLAN-X) TIMING PLAN FUNCTIONS {C-0-C = 2} (C-PLAN-X) CYCLE FORCE-OFF OFFSET [SYNC s ][LAG s] PED-ADJ RSRV-TIME[ RESERVED s][ PRETIMED s ][MAX RECALL s] 0 1 2 3 4 5 6 7 8 9 A B C D E F C-E-PLAN C-F-PLAN | 0 5 6 8 9 | PLAN 1 2 3 4 5 6 7 128 75 0 30 55 75 0 0 0 0 16 0 0 58 255 0 [2,6] [2,4,6] 8 150 20 0 84 51 103 20 0 0 0 136 0 0 52 255 5 [2,6] [1,3,6] 5 9 140 14 0 53 74 97 14 0 0 0 126 0 0 60 255 0 [2,6] [1,4,6] ___________________________________________________________________________________________________________________________________________________________ NOTE: VIEW CURRENT BANK: {C-0-F = 0} F-C-E = (Current Bank) ; BATT. CHECK: {C-0-E = 112} E-0-A = (85 is OK) = (84 is BAD) ; DATE : April 20, 2016 VERSION: 2.7 OLEANDER / OLYMPIC TRAFFIC SIGNAL TIMING SHEET -- CITY OF CHULA VISTA SCN: 190 ADDRESS: 30 Program:233; SET CLOCK: SET DATE:81=ddyym ; SET TIME:80=hhmms [day]; 8F=mmss.s ; E KEY ENABLE: F-9-E = 9 ;SET MODE:{C-0-C=0} C-A-1=0 ; F-C-0=5.0 ; F-O-F=3.0 ; ESTABLISH COMM: C-0-0=ADDRESS ; C-0-1=1 ; C-0-2=1 ; C-0-3=SCN ; SET PED PHASES: {C-0-E=125} E-F-5=[2] ; E-F-6=[ ] ; E-F-7=[ ] ; E-F-8=[ ] ; SET OPTICOM: {C-0-E=125} E-E-A=[2] ; E-E-B=[ ] ; E-E-C=[1,6] ; E-E-D=[8] ; E-F-F=[3] ; F-0-8=F-0-9=2 ; PHASE FLAGS {C-0-F = 1} (F-F-X) PHASE TIMING BANK 1 {C-0-F = 1} (F-PHASE-X) LOCAL SCHEDULER{C-0-9 = 0.1}(PAGE 1) 0 1 2 3 4 6 7 8 9 A B C D E F 0 1 2 3 4 5 6 7 8 9 A B C D E F 9-EVENT TIME PLAN/OS [ DAY ] PHASE 1 X 4 2.0 2.0 2.0 30 3.2 1.0 0 = 0000 E A [1,2,3,4,5,6,7] 1 = 0630 2 A [2,3,4,5,6] → 2 X X X 7 11 10 5.5 6.4 2.0 50 0.9 5.0 1.0 2 = 0800 3 A [2,3,4,5,6] 3 = 1400 4 A [2,3,4,5,6] 3 4 = 1530 5 A [2,3,4,5,6] 5 = 1830 E A [2,3,4,5,6] 4 6 = 1100 6 A [7] 7 = 1730 E A [7] 5 8 = A 9 = A ← 6 X X X 10 5.5 6.4 2.0 50 0.9 5.0 1.0 A = A B = A 7 C = A D = A 8 X 7 3.0 3.0 3.0 40 3.6 1.0 E = A F = A OTHER INPUTS: {C-0-E = 126} E-1-8 = E-1-9 = E-1-A = E-1-B = [4,5,7] ; NOTE:Plan E=Free ; Plan F=Flash {C-0-C = 1} C-F-0 = [2,6,8] ; DETECTOR PARAM: {C-0-D = 0} D-1-0 = 2.0 ; D-3-0 = 1.5 ; D-2-7 = 2.0 ; D-2-8 = 4.0 ; COORDINATION TIMING PLAN {C-0-C = 1} (C-PLAN-X) TIMING PLAN FUNCTIONS {C-0-C = 2} (C-PLAN-X) CYCLE FORCE-OFF OFFSET [SYNC s ][LAG s] PED-ADJ RSRV-TIME[ RESERVED s][ PRETIMED s ][MAX RECALL s] 0 1 2 3 4 5 6 7 8 9 A B C D E F C-E-PLAN C-F-PLAN | 0 5 6 8 9 | PLAN 1 2 144 59 0 0 0 0 0 0 29 0 82 0 0 10 255 0 [2,6] [2,6,8] 3 115 41 0 0 0 0 0 0 27 0 45 0 0 10 255 0 [2,6] [2,6,8] 4 130 53 0 0 0 0 0 0 29 0 66 0 0 10 255 0 [2,6] [2,6,8] 5 144 48 0 0 0 0 0 0 31 0 21 0 0 10 255 0 [2,6] [2,6,8] 6 120 48 0 0 0 0 0 0 28 0 45 0 0 10 255 0 [2,6] [2,6,8] 7 8 9 ___________________________________________________________________________________________________________________________________________________________ NOTE: VIEW CURRENT BANK: {C-0-F = 0} F-C-E = (Current Bank) ; BATT. CHECK: {C-0-E = 112} E-0-A = (85 is OK) = (84 is BAD) ; DATE : February 21, 2019 VERSION: 1.7 OLYMPIC / SANTA VENETIA LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-19-3199 Sunbow Planning Area 23 Amendment \\llgsvrad5\project\3199\Text\Appendix\Appendix.3199.doc APPENDIX B PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS – EXISTING HCM 6th Signalized Intersection Summary 1: I-805 SB On Ramp/I-805 SB Off Ramp & Olympic Pkwy 03/09/2020 03/05/2020 Ex AM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 836 394 814 750 00006738397 Future Volume (veh/h) 0 836 394 814 750 00006738397 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 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 919 433 895 824 0 746 0 436 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %022220 222 Cap, veh/h 0 1218 543 947 2303 0 995 0 443 Arrive On Green 0.00 0.34 0.34 0.46 1.00 0.00 0.28 0.00 0.28 Sat Flow, veh/h 0 3647 1585 3456 3647 0 3563 0 1585 Grp Volume(v), veh/h 0 919 433 895 824 0 746 0 436 Grp Sat Flow(s),veh/h/ln 0 1777 1585 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 34.4 37.1 37.1 0.0 0.0 28.6 0.0 41.0 Cycle Q Clear(g_c), s 0.0 34.4 37.1 37.1 0.0 0.0 28.6 0.0 41.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1218 543 947 2303 0 995 0 443 V/C Ratio(X) 0.00 0.75 0.80 0.95 0.36 0.00 0.75 0.00 0.98 Avail Cap(c_a), veh/h 0 1218 543 1044 2303 0 995 0 443 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.09 0.09 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 43.7 44.6 39.6 0.0 0.0 49.3 0.0 53.7 Incr Delay (d2), s/veh 0.0 4.4 11.6 2.1 0.0 0.0 3.2 0.0 38.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 15.5 15.9 13.4 0.0 0.0 13.2 0.0 21.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 48.1 56.1 41.7 0.0 0.0 52.5 0.0 92.4 LnGrp LOS A D E D A A D A F Approach Vol, veh/h 1352 1719 1182 Approach Delay, s/veh 50.7 21.7 67.2 Approach LOS D C E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 45.8 57.2 47.0 103.0 Change Period (Y+Rc), s * 4.7 * 5.8 5.1 5.8 Max Green Setting (Gmax), s * 45 * 48 41.9 97.2 Max Q Clear Time (g_c+I1), s 39.1 39.1 43.0 2.0 Green Ext Time (p_c), s 2.0 4.6 0.0 6.2 Intersection Summary HCM 6th Ctrl Delay 43.6 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 2: I-805 NB Off Ramp/I-805 NB On Ramp & Olympic Pkwy 03/09/2020 03/05/2020 Ex AM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 496 1054 0 0 1397 1235 208 2 814 0 0 0 Future Volume (veh/h) 496 1054 0 0 1397 1235 208 2 814 0 0 0 Initial Q (Qb), veh 000000000 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 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 528 1121 0 0 2057 933 148 0 946 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %220022222 Cap, veh/h 585 2172 0 0 1535 651 563 0 1002 Arrive On Green 0.34 1.00 0.00 0.00 0.41 0.41 0.32 0.00 0.32 Sat Flow, veh/h 3456 3647 0 0 3741 1585 1781 0 3170 Grp Volume(v), veh/h 528 1121 0 0 2057 933 148 0 946 Grp Sat Flow(s),veh/h/ln 1728 1777 0 0 1870 1585 1781 0 1585 Q Serve(g_s), s 21.8 0.0 0.0 0.0 61.6 61.6 9.3 0.0 43.6 Cycle Q Clear(g_c), s 21.8 0.0 0.0 0.0 61.6 61.6 9.3 0.0 43.6 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 585 2172 0 0 1535 651 563 0 1002 V/C Ratio(X) 0.90 0.52 0.00 0.00 1.34 1.43 0.26 0.00 0.94 Avail Cap(c_a), veh/h 848 2172 0 0 1535 651 587 0 1044 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.54 0.54 0.00 0.00 0.36 0.36 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.4 0.0 0.0 0.0 44.2 44.2 38.2 0.0 50.0 Incr Delay (d2), s/veh 5.6 0.5 0.0 0.0 154.5 198.6 0.2 0.0 15.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.2 0.1 0.0 0.0 60.3 59.1 4.2 0.0 19.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.0 0.5 0.0 0.0 198.8 242.8 38.5 0.0 65.8 LnGrp LOS D A A A F F D A E Approach Vol, veh/h 1649 2990 1094 Approach Delay, s/veh 17.6 212.5 62.1 Approach LOS B F E Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 97.5 30.1 67.4 52.5 Change Period (Y+Rc), s 5.8 * 4.7 5.8 5.1 Max Green Setting (Gmax), s 89.7 * 37 48.2 49.4 Max Q Clear Time (g_c+I1), s 2.0 23.8 63.6 45.6 Green Ext Time (p_c), s 9.8 1.6 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 127.7 HCM 6th LOS F Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 3: Oleander Ave & Olympic Pkwy 03/09/2020 03/05/2020 Ex AM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 1562 120 36 2124 12 185 17 55 21 29 136 Future Volume (veh/h) 70 1562 120 36 2124 12 185 17 55 21 29 136 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 1627 125 38 2212 12 193 18 57 22 30 142 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 88 2819 216 49 2940 16 228 50 160 78 107 238 Arrive On Green 0.05 0.58 0.58 0.03 0.56 0.56 0.13 0.13 0.13 0.10 0.10 0.10 Sat Flow, veh/h 1781 4836 371 1781 5241 28 1781 395 1250 775 1057 1585 Grp Volume(v), veh/h 73 1145 607 38 1436 788 193 0 75 52 0 142 Grp Sat Flow(s),veh/h/ln 1781 1702 1804 1781 1702 1865 1781 0 1645 1832 0 1585 Q Serve(g_s), s 5.3 27.5 27.5 2.8 41.7 41.7 13.8 0.0 5.4 3.4 0.0 10.9 Cycle Q Clear(g_c), s 5.3 27.5 27.5 2.8 41.7 41.7 13.8 0.0 5.4 3.4 0.0 10.9 Prop In Lane 1.00 0.21 1.00 0.02 1.00 0.76 0.42 1.00 Lane Grp Cap(c), veh/h 88 1984 1051 49 1910 1046 228 0 210 185 0 238 V/C Ratio(X) 0.83 0.58 0.58 0.78 0.75 0.75 0.85 0.00 0.36 0.28 0.00 0.60 Avail Cap(c_a), veh/h 88 1984 1051 74 1910 1046 425 0 392 255 0 299 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.76 0.76 0.76 0.49 0.49 0.49 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 61.3 17.0 17.1 62.8 21.7 21.7 55.5 0.0 51.8 54.0 0.0 51.5 Incr Delay (d2), s/veh 38.0 0.9 1.8 13.5 1.4 2.5 8.4 0.0 1.0 0.8 0.0 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 10.2 11.0 1.4 15.6 17.5 6.7 0.0 2.3 1.6 0.0 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 99.3 18.0 18.8 76.3 23.1 24.2 63.9 0.0 52.8 54.9 0.0 53.9 LnGrp LOS F B B E C C E A D D A D Approach Vol, veh/h 1825 2262 268 194 Approach Delay, s/veh 21.5 24.4 60.8 54.2 Approach LOS C C E D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.8 81.8 17.9 10.6 78.9 22.6 Change Period (Y+Rc), s * 4.2 6.0 * 4.7 * 4.2 * 6 6.0 Max Green Setting (Gmax), s * 5.4 54.6 * 18 * 6.4 * 54 31.0 Max Q Clear Time (g_c+I1), s 4.8 29.5 12.9 7.3 43.7 15.8 Green Ext Time (p_c), s 0.0 13.2 0.3 0.0 8.7 0.8 Intersection Summary HCM 6th Ctrl Delay 26.6 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 4: Brandywine Ave & Olympic Pkwy 03/09/2020 03/05/2020 Ex AM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 197 1471 33 283 2005 276 49 132 190 153 160 221 Future Volume (veh/h) 197 1471 33 283 2005 276 49 132 190 153 160 221 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 207 1548 35 298 2111 291 52 139 200 161 168 233 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 221 2412 55 312 2660 826 67 230 473 176 345 292 Arrive On Green 0.12 0.47 0.47 0.18 0.52 0.52 0.04 0.12 0.12 0.10 0.18 0.18 Sat Flow, veh/h 1781 5137 116 1781 5106 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 207 1026 557 298 2111 291 52 139 200 161 168 233 Grp Sat Flow(s),veh/h/ln 1781 1702 1849 1781 1702 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 17.3 34.3 34.3 24.9 50.7 16.2 4.3 10.6 15.2 13.4 12.1 21.1 Cycle Q Clear(g_c), s 17.3 34.3 34.3 24.9 50.7 16.2 4.3 10.6 15.2 13.4 12.1 21.1 Prop In Lane 1.00 0.06 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 221 1598 868 312 2660 826 67 230 473 176 345 292 V/C Ratio(X) 0.94 0.64 0.64 0.95 0.79 0.35 0.78 0.60 0.42 0.92 0.49 0.80 Avail Cap(c_a), veh/h 221 1598 868 312 2660 826 119 411 627 176 466 395 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.66 0.66 0.66 0.82 0.82 0.82 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.1 30.2 30.2 61.3 29.4 21.1 71.6 62.3 42.2 67.0 54.8 58.5 Incr Delay (d2), s/veh 33.2 1.3 2.4 34.3 2.1 1.0 17.3 2.5 0.6 44.5 1.1 8.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.7 13.7 15.2 13.9 19.9 6.3 2.3 5.2 6.1 8.3 5.8 9.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 98.4 31.5 32.6 95.5 31.4 22.1 88.8 64.8 42.8 111.5 55.9 66.5 LnGrp LOS F C C F C C F E D F E E Approach Vol, veh/h 1790 2700 391 562 Approach Delay, s/veh 39.6 37.5 56.8 76.2 Approach LOS D D E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 30.5 76.6 9.8 33.0 22.8 84.3 19.0 23.9 Change Period (Y+Rc), s * 4.2 * 6.2 * 4.2 5.4 * 4.2 6.2 * 4.2 * 5.4 Max Green Setting (Gmax), s * 26 * 57 * 10 37.4 * 19 64.0 * 15 * 33 Max Q Clear Time (g_c+I1), s 26.9 36.3 6.3 23.1 19.3 52.7 15.4 17.2 Green Ext Time (p_c), s 0.0 10.2 0.0 1.5 0.0 9.4 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 43.6 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 7: Heritage Rd & Olympic Pkwy 01/22/2021 03/05/2020 Ex AM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 182 1445 136 90 1682 457 298 240 105 496 263 274 Future Volume (veh/h) 182 1445 136 90 1682 457 298 240 105 496 263 274 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 198 1571 148 98 1828 497 324 261 114 539 286 298 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, %222222222222 Cap, veh/h 217 2401 745 112 2401 1312 381 852 264 541 398 338 Arrive On Green 0.06 0.47 0.47 0.06 0.47 0.47 0.11 0.17 0.17 0.16 0.21 0.21 Sat Flow, veh/h 3456 5106 1585 1781 5106 2790 3456 5106 1585 3456 1870 1585 Grp Volume(v), veh/h 198 1571 148 98 1828 497 324 261 114 539 286 298 Grp Sat Flow(s),veh/h/ln 1728 1702 1585 1781 1702 1395 1728 1702 1585 1728 1870 1585 Q Serve(g_s), s 8.0 33.0 7.6 7.6 41.4 16.1 12.9 6.3 9.0 21.8 19.9 25.5 Cycle Q Clear(g_c), s 8.0 33.0 7.6 7.6 41.4 16.1 12.9 6.3 9.0 21.8 19.9 25.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 217 2401 745 112 2401 1312 381 852 264 541 398 338 V/C Ratio(X) 0.91 0.65 0.20 0.88 0.76 0.38 0.85 0.31 0.43 1.00 0.72 0.88 Avail Cap(c_a), veh/h 217 2401 745 112 2401 1312 499 1422 442 541 540 457 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.93 0.93 0.93 0.77 0.77 0.77 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.2 28.4 21.7 65.1 30.6 23.9 61.1 51.2 52.4 59.0 51.2 53.4 Incr Delay (d2), s/veh 35.9 1.3 0.6 40.6 1.8 0.6 10.5 0.2 1.1 37.9 3.0 14.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 13.0 3.0 4.6 16.3 5.5 6.2 2.7 3.7 12.4 9.7 11.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 101.2 29.7 22.2 105.6 32.4 24.5 71.6 51.4 53.5 96.9 54.1 67.7 LnGrp LOS F C C F C C E D D F D E Approach Vol, veh/h 1917 2423 699 1123 Approach Delay, s/veh 36.5 33.7 61.1 78.3 Approach LOS D C E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.0 71.8 19.6 35.5 13.0 71.8 26.1 29.1 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.7 * 4.2 6.0 * 4.2 * 5.7 Max Green Setting (Gmax), s * 8.8 50.5 * 20 40.4 * 8.8 50.5 * 22 * 39 Max Q Clear Time (g_c+I1), s 9.6 35.0 14.9 27.5 10.0 43.4 23.8 11.0 Green Ext Time (p_c), s 0.0 9.4 0.5 2.3 0.0 6.0 0.0 2.2 Intersection Summary HCM 6th Ctrl Delay 45.8 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 8: Santa Venetia St & Olympic Pkwy 03/09/2020 03/05/2020 Ex AM Synchro 10 Report Page 8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1519 428 123 1821 397 102 Future Volume (veh/h) 1519 428 123 1821 397 102 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 1651 465 134 1979 432 111 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222 Cap, veh/h 2155 596 168 3554 562 258 Arrive On Green 0.54 0.54 0.09 0.70 0.16 0.16 Sat Flow, veh/h 4145 1100 1781 5274 3456 1585 Grp Volume(v), veh/h 1409 707 134 1979 432 111 Grp Sat Flow(s),veh/h/ln 1702 1672 1781 1702 1728 1585 Q Serve(g_s), s 24.3 25.2 5.5 14.4 9.0 4.7 Cycle Q Clear(g_c), s 24.3 25.2 5.5 14.4 9.0 4.7 Prop In Lane 0.66 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1845 906 168 3554 562 258 V/C Ratio(X) 0.76 0.78 0.80 0.56 0.77 0.43 Avail Cap(c_a), veh/h 1845 906 178 3554 829 380 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.54 0.54 0.49 0.49 1.00 1.00 Uniform Delay (d), s/veh 13.4 13.6 33.3 5.7 30.1 28.3 Incr Delay (d2), s/veh 1.7 3.7 11.3 0.3 2.6 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.3 8.0 2.7 2.8 3.8 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.1 17.3 44.6 6.0 32.6 29.4 LnGrp LOS B B D A C C Approach Vol, veh/h 2116 2113 543 Approach Delay, s/veh 15.8 8.4 32.0 Approach LOS B A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 11.6 46.6 58.2 16.8 Change Period (Y+Rc), s 4.5 6.0 6.0 4.6 Max Green Setting (Gmax), s 7.5 34.4 46.4 18.0 Max Q Clear Time (g_c+I1), s 7.5 27.2 16.4 11.0 Green Ext Time (p_c), s 0.0 6.0 17.4 1.2 Intersection Summary HCM 6th Ctrl Delay 14.4 HCM 6th LOS B HCM 6th Signalized Intersection Summary 9: La Media Rd & Olympic Pkwy 03/09/2020 03/05/2020 Ex AM Synchro 10 Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 310 704 464 145 1059 93 667 597 146 115 561 203 Future Volume (veh/h) 310 704 464 145 1059 93 667 597 146 115 561 203 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 333 757 499 156 1139 100 717 642 157 124 603 218 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, %222222222222 Cap, veh/h 378 1752 957 200 1488 462 772 2171 674 167 1277 697 Arrive On Green 0.11 0.34 0.34 0.06 0.29 0.29 0.22 0.43 0.43 0.05 0.25 0.25 Sat Flow, veh/h 3456 5106 2790 3456 5106 1585 3456 5106 1585 3456 5106 2790 Grp Volume(v), veh/h 333 757 499 156 1139 100 717 642 157 124 603 218 Grp Sat Flow(s),veh/h/ln 1728 1702 1395 1728 1702 1585 1728 1702 1585 1728 1702 1395 Q Serve(g_s), s 15.2 18.3 22.9 7.1 32.5 7.6 32.5 13.2 10.1 5.7 16.1 10.2 Cycle Q Clear(g_c), s 15.2 18.3 22.9 7.1 32.5 7.6 32.5 13.2 10.1 5.7 16.1 10.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 378 1752 957 200 1488 462 772 2171 674 167 1277 697 V/C Ratio(X) 0.88 0.43 0.52 0.78 0.77 0.22 0.93 0.30 0.23 0.74 0.47 0.31 Avail Cap(c_a), veh/h 428 1752 957 274 1488 462 838 2171 674 233 1277 697 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.44 0.44 0.44 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 70.2 40.5 42.0 74.4 51.7 42.9 60.9 30.2 29.3 75.2 51.0 48.8 Incr Delay (d2), s/veh 8.7 0.3 0.9 9.5 3.8 1.1 15.7 0.3 0.8 7.8 1.3 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.0 7.6 8.1 3.4 14.1 3.2 16.0 5.6 4.1 2.7 7.1 3.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 78.9 40.9 42.9 83.8 55.5 43.9 76.6 30.6 30.1 82.9 52.3 50.0 LnGrp LOS E D D F E D E C C F D D Approach Vol, veh/h 1589 1395 1516 945 Approach Delay, s/veh 49.5 57.8 52.3 55.8 Approach LOS D E D E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.5 60.9 40.0 45.7 21.7 52.6 11.9 73.7 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.7 * 4.2 6.0 * 4.2 5.7 Max Green Setting (Gmax), s * 13 48.4 * 39 40.0 * 20 41.3 * 11 68.0 Max Q Clear Time (g_c+I1), s 9.1 24.9 34.5 18.1 17.2 34.5 7.7 15.2 Green Ext Time (p_c), s 0.1 7.1 1.2 5.2 0.3 3.9 0.1 5.8 Intersection Summary HCM 6th Ctrl Delay 53.5 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 1: I-805 SB On Ramp/I-805 SB Off Ramp & Olympic Pkwy 03/09/2020 03/05/2020 Ex PM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 819 383 655 769 00001257 2 799 Future Volume (veh/h) 0 819 383 655 769 00001257 2 799 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 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 836 391 668 785 0 1284 0 815 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %022220 222 Cap, veh/h 0 778 347 514 1418 0 1882 0 837 Arrive On Green 0.00 0.22 0.22 0.05 0.13 0.00 0.53 0.00 0.53 Sat Flow, veh/h 0 3647 1585 3456 3647 0 3563 0 1585 Grp Volume(v), veh/h 0 836 391 668 785 0 1284 0 815 Grp Sat Flow(s),veh/h/ln 0 1777 1585 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 32.9 32.9 22.3 31.0 0.0 39.9 0.0 74.9 Cycle Q Clear(g_c), s 0.0 32.9 32.9 22.3 31.0 0.0 39.9 0.0 74.9 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 778 347 514 1418 0 1882 0 837 V/C Ratio(X) 0.00 1.07 1.13 1.30 0.55 0.00 0.68 0.00 0.97 Avail Cap(c_a), veh/h 0 778 347 514 1418 0 1898 0 844 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.41 0.41 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 58.6 58.6 71.3 52.6 0.0 26.1 0.0 34.3 Incr Delay (d2), s/veh 0.0 54.0 87.0 141.1 0.6 0.0 1.0 0.0 24.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 20.3 21.3 20.4 15.0 0.0 17.1 0.0 33.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 112.6 145.6 212.4 53.3 0.0 27.1 0.0 58.8 LnGrp LOS A F F F D A C A E Approach Vol, veh/h 1227 1453 2099 Approach Delay, s/veh 123.1 126.4 39.4 Approach LOS F F D Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 27.0 38.7 84.3 65.7 Change Period (Y+Rc), s * 4.7 * 5.8 5.1 5.8 Max Green Setting (Gmax), s * 22 * 33 79.9 59.2 Max Q Clear Time (g_c+I1), s 24.3 34.9 76.9 33.0 Green Ext Time (p_c), s 0.0 0.0 2.4 5.3 Intersection Summary HCM 6th Ctrl Delay 87.3 HCM 6th LOS F Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 2: I-805 NB Off Ramp/I-805 NB On Ramp & Olympic Pkwy 03/09/2020 03/05/2020 Ex PM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 389 1732 0 0 1096 686 350 3 882 0 0 0 Future Volume (veh/h) 389 1732 0 0 1096 686 350 3 882 0 0 0 Initial Q (Qb), veh 000000000 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 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 401 1786 0 0 1272 612 242 0 1039 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %220022222 Cap, veh/h 467 2125 0 0 1614 684 587 0 1044 Arrive On Green 0.14 0.60 0.00 0.00 0.43 0.43 0.33 0.00 0.33 Sat Flow, veh/h 3456 3647 0 0 3741 1585 1781 0 3170 Grp Volume(v), veh/h 401 1786 0 0 1272 612 242 0 1039 Grp Sat Flow(s),veh/h/ln 1728 1777 0 0 1870 1585 1781 0 1585 Q Serve(g_s), s 17.0 60.9 0.0 0.0 43.9 53.6 15.8 0.0 49.0 Cycle Q Clear(g_c), s 17.0 60.9 0.0 0.0 43.9 53.6 15.8 0.0 49.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 467 2125 0 0 1614 684 587 0 1044 V/C Ratio(X) 0.86 0.84 0.00 0.00 0.79 0.90 0.41 0.00 1.00 Avail Cap(c_a), veh/h 848 2125 0 0 1614 684 587 0 1044 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.25 0.25 0.00 0.00 0.77 0.77 1.00 0.00 1.00 Uniform Delay (d), s/veh 63.4 24.4 0.0 0.0 36.7 39.5 39.0 0.0 50.2 Incr Delay (d2), s/veh 1.2 1.1 0.0 0.0 3.1 13.5 0.5 0.0 26.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.4 24.0 0.0 0.0 20.1 22.6 7.1 0.0 23.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.7 25.5 0.0 0.0 39.8 53.0 39.5 0.0 76.8 LnGrp LOS E C A A D D D A E Approach Vol, veh/h 2187 1884 1281 Approach Delay, s/veh 32.7 44.1 69.8 Approach LOS C D E Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 95.5 25.0 70.5 54.5 Change Period (Y+Rc), s 5.8 * 4.7 5.8 5.1 Max Green Setting (Gmax), s 89.7 * 37 48.2 49.4 Max Q Clear Time (g_c+I1), s 62.9 19.0 55.6 51.0 Green Ext Time (p_c), s 15.7 1.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 45.6 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 3: Oleander Ave & Olympic Pkwy 03/09/2020 03/05/2020 Ex PM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 179 2326 113 9 1595 12 52 14 14 20 28 132 Future Volume (veh/h) 179 2326 113 9 1595 12 52 14 14 20 28 132 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 190 2474 120 10 1697 13 55 15 15 21 30 140 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Cap, veh/h 210 3565 171 16 3164 24 81 39 39 69 99 333 Arrive On Green 0.24 1.00 1.00 0.02 1.00 1.00 0.05 0.05 0.05 0.09 0.09 0.09 Sat Flow, veh/h 1781 4991 240 1781 5227 40 1781 858 858 755 1078 1585 Grp Volume(v), veh/h 190 1680 914 10 1105 605 55 0 30 51 0 140 Grp Sat Flow(s),veh/h/ln 1781 1702 1827 1781 1702 1863 1781 0 1716 1833 0 1585 Q Serve(g_s), s 15.5 0.0 0.0 0.8 0.0 0.0 4.6 0.0 2.5 3.9 0.0 11.5 Cycle Q Clear(g_c), s 15.5 0.0 0.0 0.8 0.0 0.0 4.6 0.0 2.5 3.9 0.0 11.5 Prop In Lane 1.00 0.13 1.00 0.02 1.00 0.50 0.41 1.00 Lane Grp Cap(c), veh/h 210 2431 1305 16 2061 1128 81 0 78 169 0 333 V/C Ratio(X) 0.90 0.69 0.70 0.62 0.54 0.54 0.68 0.00 0.39 0.30 0.00 0.42 Avail Cap(c_a), veh/h 252 2431 1305 64 2061 1128 368 0 355 238 0 393 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.41 0.41 0.41 0.75 0.75 0.75 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 56.5 0.0 0.0 73.4 0.0 0.0 70.5 0.0 69.6 63.6 0.0 51.3 Incr Delay (d2), s/veh 15.1 0.7 1.3 25.4 0.2 0.4 9.7 0.0 3.1 1.0 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.9 0.2 0.5 0.5 0.1 0.1 2.3 0.0 1.2 1.9 0.0 4.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 71.6 0.7 1.3 98.8 0.2 0.4 80.2 0.0 72.7 64.6 0.0 52.2 LnGrp LOS E A A F A A F AEEAD Approach Vol, veh/h 2784 1720 85 191 Approach Delay, s/veh 5.7 0.8 77.5 55.5 Approach LOS AAEE Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.6 113.1 18.5 21.9 96.8 12.8 Change Period (Y+Rc), s * 4.2 6.0 * 4.7 * 4.2 * 6 6.0 Max Green Setting (Gmax), s * 5.4 73.2 * 20 * 21 * 58 31.0 Max Q Clear Time (g_c+I1), s 2.8 2.0 13.5 17.5 2.0 6.6 Green Ext Time (p_c), s 0.0 41.8 0.3 0.2 17.1 0.3 Intersection Summary HCM 6th Ctrl Delay 7.2 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 4: Brandywine Ave & Olympic Pkwy 03/09/2020 03/05/2020 Ex PM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 258 1920 73 193 1389 141 44 156 247 166 180 199 Future Volume (veh/h) 258 1920 73 193 1389 141 44 156 247 166 180 199 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 269 2000 76 201 1447 147 46 162 257 173 188 207 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, %222222222222 Cap, veh/h 288 2397 91 222 2236 694 59 300 452 190 437 371 Arrive On Green 0.32 0.95 0.95 0.12 0.44 0.44 0.03 0.16 0.16 0.11 0.23 0.23 Sat Flow, veh/h 1781 5049 191 1781 5106 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 269 1347 729 201 1447 147 46 162 257 173 188 207 Grp Sat Flow(s),veh/h/ln 1781 1702 1836 1781 1702 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 22.0 14.4 14.6 16.7 33.3 8.6 3.8 11.9 20.7 14.4 12.8 17.3 Cycle Q Clear(g_c), s 22.0 14.4 14.6 16.7 33.3 8.6 3.8 11.9 20.7 14.4 12.8 17.3 Prop In Lane 1.00 0.10 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 288 1616 872 222 2236 694 59 300 452 190 437 371 V/C Ratio(X) 0.93 0.83 0.84 0.91 0.65 0.21 0.77 0.54 0.57 0.91 0.43 0.56 Avail Cap(c_a), veh/h 333 1616 872 223 2236 694 113 411 546 190 488 413 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.53 0.53 0.53 0.94 0.94 0.94 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.0 2.3 2.4 64.8 33.1 26.1 71.9 57.9 45.7 66.3 48.9 50.6 Incr Delay (d2), s/veh 19.8 2.8 5.2 34.1 1.4 0.7 19.0 1.5 1.1 41.0 0.7 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.5 1.9 2.6 9.5 13.5 3.5 2.1 5.8 8.4 8.7 6.1 7.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 69.7 5.2 7.6 98.9 34.5 26.8 90.9 59.4 46.9 107.3 49.6 52.0 LnGrp LOS E A A F C C F E D F D D Approach Vol, veh/h 2345 1795 465 568 Approach Delay, s/veh 13.3 41.0 55.6 68.0 Approach LOS B D E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 22.9 77.4 9.2 40.5 28.4 71.9 20.2 29.5 Change Period (Y+Rc), s * 4.2 * 6.2 * 4.2 5.4 * 4.2 6.2 * 4.2 * 5.4 Max Green Setting (Gmax), s * 19 * 64 * 9.5 39.1 * 28 53.4 * 16 * 33 Max Q Clear Time (g_c+I1), s 18.7 16.6 5.8 19.3 24.0 35.3 16.4 22.7 Green Ext Time (p_c), s 0.0 22.0 0.0 1.7 0.3 9.5 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 32.8 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 7: Heritage Rd & Olympic Pkwy 01/22/2021 03/05/2020 Ex PM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 225 1811 238 98 1219 304 152 186 114 423 172 174 Future Volume (veh/h) 225 1811 238 98 1219 304 152 186 114 423 172 174 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 234 1886 248 102 1270 317 158 194 119 441 179 181 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 285 2817 875 111 2714 1483 211 517 161 449 318 270 Arrive On Green 0.08 0.55 0.55 0.06 0.53 0.53 0.06 0.10 0.10 0.13 0.17 0.17 Sat Flow, veh/h 3456 5106 1585 1781 5106 2790 3456 5106 1585 3456 1870 1585 Grp Volume(v), veh/h 234 1886 248 102 1270 317 158 194 119 441 179 181 Grp Sat Flow(s),veh/h/ln 1728 1702 1585 1781 1702 1395 1728 1702 1585 1728 1870 1585 Q Serve(g_s), s 8.7 34.1 10.8 7.4 20.2 7.8 5.8 4.6 9.5 16.5 11.4 13.9 Cycle Q Clear(g_c), s 8.7 34.1 10.8 7.4 20.2 7.8 5.8 4.6 9.5 16.5 11.4 13.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 285 2817 875 111 2714 1483 211 517 161 449 318 270 V/C Ratio(X) 0.82 0.67 0.28 0.92 0.47 0.21 0.75 0.37 0.74 0.98 0.56 0.67 Avail Cap(c_a), veh/h 308 2817 875 111 2714 1483 292 1532 476 449 642 544 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.86 0.86 0.86 0.92 0.92 0.92 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.7 20.7 15.5 60.6 19.0 16.1 60.0 54.6 56.8 56.4 49.5 50.5 Incr Delay (d2), s/veh 13.2 1.1 0.7 57.4 0.5 0.3 6.6 0.5 6.6 37.5 1.6 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 12.7 4.1 5.0 7.5 2.6 2.8 2.0 4.1 9.6 5.5 5.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 71.9 21.8 16.2 118.0 19.5 16.4 66.7 55.0 63.3 93.9 51.1 53.4 LnGrp LOS E C B F BBEEEFDD Approach Vol, veh/h 2368 1689 471 801 Approach Delay, s/veh 26.2 24.9 61.0 75.2 Approach LOS C C E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.3 77.7 12.2 27.8 14.9 75.1 21.1 18.9 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.7 * 4.2 6.0 * 4.2 * 5.7 Max Green Setting (Gmax), s * 8.1 46.2 * 11 44.6 * 12 42.7 * 17 * 39 Max Q Clear Time (g_c+I1), s 9.4 36.1 7.8 15.9 10.7 22.2 18.5 11.5 Green Ext Time (p_c), s 0.0 7.9 0.1 1.7 0.1 9.7 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 36.2 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 8: Santa Venetia St & Olympic Pkwy 03/09/2020 03/05/2020 Ex PM Synchro 10 Report Page 8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2098 381 24 1475 157 48 Future Volume (veh/h) 2098 381 24 1475 157 48 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 2280 414 26 1603 171 52 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222 Cap, veh/h 3186 555 47 4109 268 123 Arrive On Green 0.73 0.73 0.03 0.80 0.08 0.08 Sat Flow, veh/h 4544 762 1781 5274 3456 1585 Grp Volume(v), veh/h 1752 942 26 1603 171 52 Grp Sat Flow(s),veh/h/ln 1702 1733 1781 1702 1728 1585 Q Serve(g_s), s 26.0 29.1 1.3 8.0 4.3 2.8 Cycle Q Clear(g_c), s 26.0 29.1 1.3 8.0 4.3 2.8 Prop In Lane 0.44 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2479 1262 47 4109 268 123 V/C Ratio(X) 0.71 0.75 0.55 0.39 0.64 0.42 Avail Cap(c_a), veh/h 2479 1262 105 4109 691 317 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.43 0.43 0.82 0.82 1.00 1.00 Uniform Delay (d), s/veh 6.9 7.3 43.3 2.5 40.3 39.6 Incr Delay (d2), s/veh 0.7 1.8 7.9 0.2 2.5 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 6.8 0.6 0.9 1.9 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 7.6 9.1 51.2 2.7 42.8 41.9 LnGrp LOS A A D A D D Approach Vol, veh/h 2694 1629 223 Approach Delay, s/veh 8.1 3.5 42.6 Approach LOS A A D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.9 71.5 78.4 11.6 Change Period (Y+Rc), s 4.5 6.0 6.0 4.6 Max Green Setting (Gmax), s 5.3 51.6 61.4 18.0 Max Q Clear Time (g_c+I1), s 3.3 31.1 10.0 6.3 Green Ext Time (p_c), s 0.0 17.3 15.6 0.5 Intersection Summary HCM 6th Ctrl Delay 8.2 HCM 6th LOS A HCM 6th Signalized Intersection Summary 9: La Media Rd & Olympic Pkwy 03/09/2020 03/05/2020 Ex PM Synchro 10 Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 254 1324 490 62 993 120 437 329 48 165 264 175 Future Volume (veh/h) 254 1324 490 62 993 120 437 329 48 165 264 175 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 273 1424 527 67 1068 129 470 354 52 177 284 188 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, %222222222222 Cap, veh/h 322 3041 1661 104 2719 844 531 941 292 222 486 265 Arrive On Green 0.09 0.60 0.60 0.03 0.53 0.53 0.15 0.18 0.18 0.06 0.10 0.10 Sat Flow, veh/h 3456 5106 2790 3456 5106 1585 3456 5106 1585 3456 5106 2790 Grp Volume(v), veh/h 273 1424 527 67 1068 129 470 354 52 177 284 188 Grp Sat Flow(s),veh/h/ln 1728 1702 1395 1728 1702 1585 1728 1702 1585 1728 1702 1395 Q Serve(g_s), s 12.4 25.0 15.1 3.1 19.8 6.6 21.3 9.7 4.4 8.1 8.5 10.5 Cycle Q Clear(g_c), s 12.4 25.0 15.1 3.1 19.8 6.6 21.3 9.7 4.4 8.1 8.5 10.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 322 3041 1661 104 2719 844 531 941 292 222 486 265 V/C Ratio(X) 0.85 0.47 0.32 0.64 0.39 0.15 0.89 0.38 0.18 0.80 0.58 0.71 Avail Cap(c_a), veh/h 449 3041 1661 151 2719 844 708 1861 578 320 1286 703 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.59 0.59 0.59 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 71.4 18.2 16.1 76.7 22.1 19.0 66.3 57.2 55.0 73.8 69.4 70.2 Incr Delay (d2), s/veh 6.5 0.3 0.3 6.4 0.4 0.4 10.3 0.2 0.3 8.7 1.1 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 9.4 5.0 1.4 7.8 2.6 10.2 4.3 1.8 3.9 3.8 3.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 77.9 18.5 16.4 83.2 22.5 19.4 76.7 57.4 55.3 82.5 70.5 73.7 LnGrp LOS E B B F C BEEEFEE Approach Vol, veh/h 2224 1264 876 649 Approach Delay, s/veh 25.3 25.4 67.6 74.7 Approach LOS C C E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.0 101.3 28.8 20.9 19.1 91.2 14.5 35.2 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.7 * 4.2 6.0 * 4.2 5.7 Max Green Setting (Gmax), s * 7 59.8 * 33 40.3 * 21 46.0 * 15 58.3 Max Q Clear Time (g_c+I1), s 5.1 27.0 23.3 12.5 14.4 21.8 10.1 11.7 Green Ext Time (p_c), s 0.0 15.1 1.3 2.8 0.5 7.7 0.2 2.8 Intersection Summary HCM 6th Ctrl Delay 39.1 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-19-3199 Sunbow Planning Area 23 Amendment \\llgsvrad5\project\3199\Text\Appendix\Appendix.3199.doc APPENDIX C PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS – EXISTING + PROJECT HCM 6th Signalized Intersection Summary 1: I-805 SB On Ramp/I-805 SB Off Ramp & Olympic Pkwy 03/09/2020 03/05/2020 Ex + P AM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 845 394 851 787 00007018397 Future Volume (veh/h) 0 845 394 851 787 00007018397 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 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 929 433 935 865 0 776 0 436 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %022220 222 Cap, veh/h 0 1183 528 981 2303 0 995 0 443 Arrive On Green 0.00 0.33 0.33 0.47 1.00 0.00 0.28 0.00 0.28 Sat Flow, veh/h 0 3647 1585 3456 3647 0 3563 0 1585 Grp Volume(v), veh/h 0 929 433 935 865 0 776 0 436 Grp Sat Flow(s),veh/h/ln 0 1777 1585 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 35.4 37.6 39.0 0.0 0.0 30.1 0.0 41.0 Cycle Q Clear(g_c), s 0.0 35.4 37.6 39.0 0.0 0.0 30.1 0.0 41.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1183 528 981 2303 0 995 0 443 V/C Ratio(X) 0.00 0.79 0.82 0.95 0.38 0.00 0.78 0.00 0.98 Avail Cap(c_a), veh/h 0 1183 528 1044 2303 0 995 0 443 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.09 0.09 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 45.2 45.9 38.5 0.0 0.0 49.8 0.0 53.7 Incr Delay (d2), s/veh 0.0 5.3 13.4 2.5 0.0 0.0 4.0 0.0 38.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 16.1 16.4 14.0 0.0 0.0 14.0 0.0 21.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 50.5 59.3 41.0 0.0 0.0 53.8 0.0 92.4 LnGrp LOS A D E D A A D A F Approach Vol, veh/h 1362 1800 1212 Approach Delay, s/veh 53.3 21.3 67.7 Approach LOS D C E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 47.3 55.7 47.0 103.0 Change Period (Y+Rc), s * 4.7 * 5.8 5.1 5.8 Max Green Setting (Gmax), s * 45 * 48 41.9 97.2 Max Q Clear Time (g_c+I1), s 41.0 39.6 43.0 2.0 Green Ext Time (p_c), s 1.6 4.5 0.0 6.6 Intersection Summary HCM 6th Ctrl Delay 44.1 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 2: I-805 NB Off Ramp/I-805 NB On Ramp & Olympic Pkwy 03/09/2020 03/05/2020 Ex + P AM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 496 1091 0 0 1471 1346 208 2 823 0 0 0 Future Volume (veh/h) 496 1091 0 0 1471 1346 208 2 823 0 0 0 Initial Q (Qb), veh 000000000 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 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 528 1161 0 0 2214 999 148 0 956 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %220022222 Cap, veh/h 585 2164 0 0 1527 647 567 0 1009 Arrive On Green 0.34 1.00 0.00 0.00 0.41 0.41 0.32 0.00 0.32 Sat Flow, veh/h 3456 3647 0 0 3741 1585 1781 0 3170 Grp Volume(v), veh/h 528 1161 0 0 2214 999 148 0 956 Grp Sat Flow(s),veh/h/ln 1728 1777 0 0 1870 1585 1781 0 1585 Q Serve(g_s), s 21.8 0.0 0.0 0.0 61.2 61.2 9.3 0.0 44.1 Cycle Q Clear(g_c), s 21.8 0.0 0.0 0.0 61.2 61.2 9.3 0.0 44.1 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 585 2164 0 0 1527 647 567 0 1009 V/C Ratio(X) 0.90 0.54 0.00 0.00 1.45 1.54 0.26 0.00 0.95 Avail Cap(c_a), veh/h 848 2164 0 0 1527 647 587 0 1044 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.50 0.50 0.00 0.00 0.19 0.19 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.4 0.0 0.0 0.0 44.4 44.4 38.0 0.0 49.9 Incr Delay (d2), s/veh 5.2 0.5 0.0 0.0 203.1 246.2 0.2 0.0 16.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.2 0.1 0.0 0.0 70.3 67.3 4.2 0.0 19.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.6 0.5 0.0 0.0 247.5 290.6 38.2 0.0 66.3 LnGrp LOS D A A A F F D A E Approach Vol, veh/h 1689 3213 1104 Approach Delay, s/veh 17.1 260.9 62.5 Approach LOS B F E Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 97.1 30.1 67.0 52.9 Change Period (Y+Rc), s 5.8 * 4.7 5.8 5.1 Max Green Setting (Gmax), s 89.7 * 37 48.2 49.4 Max Q Clear Time (g_c+I1), s 2.0 23.8 63.2 46.1 Green Ext Time (p_c), s 10.4 1.6 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 155.9 HCM 6th LOS F Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 3: Oleander Ave & Olympic Pkwy 03/09/2020 03/05/2020 Ex + P AM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 1608 120 54 2309 30 185 17 59 26 29 136 Future Volume (veh/h) 70 1608 120 54 2309 30 185 17 59 26 29 136 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 1675 125 56 2405 31 193 18 61 27 30 142 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 88 2761 206 72 2913 37 228 48 162 88 97 239 Arrive On Green 0.05 0.57 0.57 0.04 0.56 0.56 0.13 0.13 0.13 0.10 0.10 0.10 Sat Flow, veh/h 1781 4848 361 1781 5196 67 1781 374 1268 865 962 1585 Grp Volume(v), veh/h 73 1175 625 56 1574 862 193 0 79 57 0 142 Grp Sat Flow(s),veh/h/ln 1781 1702 1805 1781 1702 1858 1781 0 1642 1827 0 1585 Q Serve(g_s), s 5.3 29.5 29.6 4.0 49.1 49.4 13.8 0.0 5.7 3.8 0.0 10.9 Cycle Q Clear(g_c), s 5.3 29.5 29.6 4.0 49.1 49.4 13.8 0.0 5.7 3.8 0.0 10.9 Prop In Lane 1.00 0.20 1.00 0.04 1.00 0.77 0.47 1.00 Lane Grp Cap(c), veh/h 88 1939 1028 72 1909 1042 228 0 210 185 0 239 V/C Ratio(X) 0.83 0.61 0.61 0.78 0.82 0.83 0.85 0.00 0.38 0.31 0.00 0.60 Avail Cap(c_a), veh/h 88 1939 1028 74 1909 1042 425 0 392 254 0 299 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.75 0.75 0.75 0.31 0.31 0.31 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 61.3 18.4 18.4 61.8 23.3 23.4 55.4 0.0 51.9 54.2 0.0 51.5 Incr Delay (d2), s/veh 37.6 1.1 2.0 14.7 1.4 2.5 8.4 0.0 1.1 0.9 0.0 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 11.0 12.0 2.1 18.4 20.5 6.7 0.0 2.4 1.8 0.0 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 98.9 19.5 20.4 76.5 24.7 25.9 63.8 0.0 53.0 55.1 0.0 53.9 LnGrp LOS F B C E C C E A D E A D Approach Vol, veh/h 1873 2492 272 199 Approach Delay, s/veh 22.9 26.3 60.7 54.2 Approach LOS C C E D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.4 80.0 17.9 10.6 78.9 22.6 Change Period (Y+Rc), s * 4.2 6.0 * 4.7 * 4.2 * 6 6.0 Max Green Setting (Gmax), s * 5.4 54.6 * 18 * 6.4 * 54 31.0 Max Q Clear Time (g_c+I1), s 6.0 31.6 12.9 7.3 51.4 15.8 Green Ext Time (p_c), s 0.0 13.0 0.3 0.0 2.7 0.9 Intersection Summary HCM 6th Ctrl Delay 28.0 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 4: Brandywine Ave & Olympic Pkwy 03/09/2020 03/05/2020 Ex + P AM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 197 1526 33 301 2226 314 49 132 195 162 160 221 Future Volume (veh/h) 197 1526 33 301 2226 314 49 132 195 162 160 221 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 207 1606 35 317 2343 331 52 139 205 171 168 233 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 200 2381 52 331 2742 851 67 233 492 166 337 285 Arrive On Green 0.11 0.46 0.46 0.37 1.00 1.00 0.04 0.12 0.12 0.09 0.18 0.18 Sat Flow, veh/h 1781 5142 112 1781 5106 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 207 1063 578 317 2343 331 52 139 205 171 168 233 Grp Sat Flow(s),veh/h/ln 1781 1702 1850 1781 1702 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 16.8 36.6 36.6 26.0 0.0 0.0 4.3 10.5 15.4 14.0 12.1 21.2 Cycle Q Clear(g_c), s 16.8 36.6 36.6 26.0 0.0 0.0 4.3 10.5 15.4 14.0 12.1 21.2 Prop In Lane 1.00 0.06 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 200 1576 857 331 2742 851 67 233 492 166 337 285 V/C Ratio(X) 1.04 0.67 0.67 0.96 0.85 0.39 0.78 0.60 0.42 1.03 0.50 0.82 Avail Cap(c_a), veh/h 200 1576 857 331 2742 851 119 411 644 166 456 387 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.62 0.62 0.62 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 66.6 31.5 31.5 46.5 0.0 0.0 71.6 62.1 41.0 68.0 55.4 59.1 Incr Delay (d2), s/veh 60.3 1.5 2.7 29.7 2.5 0.9 17.3 2.5 0.6 77.5 1.1 9.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.8 14.7 16.3 11.9 0.6 0.2 2.3 5.2 6.2 10.0 5.9 9.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 126.9 32.9 34.1 76.2 2.5 0.9 88.8 64.6 41.5 145.5 56.5 68.6 LnGrp LOS F C C E A A F E D F E E Approach Vol, veh/h 1848 2991 396 572 Approach Delay, s/veh 43.8 10.1 55.8 88.0 Approach LOS D B E F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 32.1 75.6 9.8 32.4 21.0 86.7 18.2 24.1 Change Period (Y+Rc), s * 4.2 * 6.2 * 4.2 5.4 * 4.2 6.2 * 4.2 * 5.4 Max Green Setting (Gmax), s * 28 * 56 * 10 36.6 * 17 66.6 * 14 * 33 Max Q Clear Time (g_c+I1), s 28.0 38.6 6.3 23.2 18.8 2.0 16.0 17.4 Green Ext Time (p_c), s 0.0 9.7 0.0 1.5 0.0 37.8 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 31.6 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 5: Project Dwy (W) & Olympic Pkwy 03/09/2020 03/05/2020 Ex + P AM Synchro 10 Report Page 5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1837 46 9 2656 185 37 Future Volume (veh/h) 1837 46 9 2656 185 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 1997 50 10 2887 201 40 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222 Cap, veh/h 3403 1056 20 3614 802 368 Arrive On Green 1.00 1.00 0.01 0.71 0.23 0.23 Sat Flow, veh/h 5274 1585 1781 5274 3456 1585 Grp Volume(v), veh/h 1997 50 10 2887 201 40 Grp Sat Flow(s),veh/h/ln 1702 1585 1781 1702 1728 1585 Q Serve(g_s), s 0.0 0.0 0.8 57.0 7.1 3.0 Cycle Q Clear(g_c), s 0.0 0.0 0.8 57.0 7.1 3.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 3403 1056 20 3614 802 368 V/C Ratio(X) 0.59 0.05 0.49 0.80 0.25 0.11 Avail Cap(c_a), veh/h 3813 1184 59 4136 802 368 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.62 0.62 0.68 0.68 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 73.7 14.7 47.0 45.4 Incr Delay (d2), s/veh 0.1 0.0 12.1 0.7 0.7 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.4 18.8 3.2 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.1 0.0 85.8 15.4 47.7 46.0 LnGrp LOS A A F B D D Approach Vol, veh/h 2047 2897 241 Approach Delay, s/veh 0.1 15.7 47.4 Approach LOS A B D Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 39.3 6.2 104.5 110.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 5.0 112.0 121.5 Max Q Clear Time (g_c+I1), s 9.1 2.8 2.0 59.0 Green Ext Time (p_c), s 0.6 0.0 28.3 47.2 Intersection Summary HCM 6th Ctrl Delay 11.0 HCM 6th LOS B HCM 6th Signalized Intersection Summary 6: Project Dwy (E) & Olympic Pkwy 03/09/2020 03/05/2020 Ex + P AM Synchro 10 Report Page 6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1851 23 14 2573 92 55 Future Volume (veh/h) 1851 23 14 2573 92 55 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 2012 25 15 2797 100 60 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222 Cap, veh/h 3275 1017 28 3507 875 401 Arrive On Green 0.64 0.64 0.02 0.69 0.25 0.25 Sat Flow, veh/h 5274 1585 1781 5274 3456 1585 Grp Volume(v), veh/h 2012 25 15 2797 100 60 Grp Sat Flow(s),veh/h/ln 1702 1585 1781 1702 1728 1585 Q Serve(g_s), s 35.0 0.9 1.3 56.9 3.3 4.4 Cycle Q Clear(g_c), s 35.0 0.9 1.3 56.9 3.3 4.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 3275 1017 28 3507 875 401 V/C Ratio(X) 0.61 0.02 0.54 0.80 0.11 0.15 Avail Cap(c_a), veh/h 3659 1136 89 4068 875 401 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.86 0.86 0.42 0.42 1.00 1.00 Uniform Delay (d), s/veh 15.9 9.8 73.3 16.3 43.1 43.5 Incr Delay (d2), s/veh 0.2 0.0 6.8 0.4 0.3 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.4 0.3 0.6 19.2 1.5 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.1 9.8 80.1 16.7 43.3 44.3 LnGrp LOS B A F B D D Approach Vol, veh/h 2037 2812 160 Approach Delay, s/veh 16.1 17.0 43.7 Approach LOS B B D Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 42.5 6.8 100.7 107.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.5 7.5 107.5 119.5 Max Q Clear Time (g_c+I1), s 6.4 3.3 37.0 58.9 Green Ext Time (p_c), s 0.4 0.0 26.1 44.1 Intersection Summary HCM 6th Ctrl Delay 17.5 HCM 6th LOS B HCM 6th Signalized Intersection Summary 7: Heritage Rd & Olympic Pkwy 01/22/2021 03/05/2020 Ex + P AM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 204 1504 147 90 1697 457 301 240 105 496 263 279 Future Volume (veh/h) 204 1504 147 90 1697 457 301 240 105 496 263 279 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 222 1635 160 98 1845 497 327 261 114 539 286 303 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, %222222222222 Cap, veh/h 217 2382 739 112 2382 1301 384 871 270 541 404 342 Arrive On Green 0.06 0.47 0.47 0.06 0.47 0.47 0.11 0.17 0.17 0.16 0.22 0.22 Sat Flow, veh/h 3456 5106 1585 1781 5106 2790 3456 5106 1585 3456 1870 1585 Grp Volume(v), veh/h 222 1635 160 98 1845 497 327 261 114 539 286 303 Grp Sat Flow(s),veh/h/ln 1728 1702 1585 1781 1702 1395 1728 1702 1585 1728 1870 1585 Q Serve(g_s), s 8.8 35.2 8.4 7.6 42.3 16.2 13.0 6.3 9.0 21.8 19.8 25.9 Cycle Q Clear(g_c), s 8.8 35.2 8.4 7.6 42.3 16.2 13.0 6.3 9.0 21.8 19.8 25.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 217 2382 739 112 2382 1301 384 871 270 541 404 342 V/C Ratio(X) 1.02 0.69 0.22 0.88 0.77 0.38 0.85 0.30 0.42 1.00 0.71 0.89 Avail Cap(c_a), veh/h 217 2382 739 112 2382 1301 499 1422 442 541 540 457 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.85 0.85 0.85 0.77 0.77 0.77 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.6 29.3 22.2 65.1 31.2 24.2 61.1 50.7 51.9 59.0 50.8 53.2 Incr Delay (d2), s/veh 62.1 1.4 0.6 40.6 2.0 0.7 10.7 0.2 1.0 37.9 2.8 14.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 13.9 3.3 4.6 16.8 5.5 6.3 2.7 3.7 12.4 9.6 11.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 127.7 30.7 22.7 105.6 33.2 24.9 71.8 50.9 52.9 96.9 53.6 68.0 LnGrp LOS F C C F C C E D D F D E Approach Vol, veh/h 2017 2440 702 1128 Approach Delay, s/veh 40.7 34.4 61.0 78.2 Approach LOS D C E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.0 71.3 19.8 35.9 13.0 71.3 26.1 29.6 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.7 * 4.2 6.0 * 4.2 * 5.7 Max Green Setting (Gmax), s * 8.8 50.5 * 20 40.4 * 8.8 50.5 * 22 * 39 Max Q Clear Time (g_c+I1), s 9.6 37.2 15.0 27.9 10.8 44.3 23.8 11.0 Green Ext Time (p_c), s 0.0 8.7 0.5 2.3 0.0 5.4 0.0 2.2 Intersection Summary HCM 6th Ctrl Delay 47.2 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 8: Santa Venetia St & Olympic Pkwy 03/09/2020 03/05/2020 Ex + P AM Synchro 10 Report Page 8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1578 428 123 1836 397 102 Future Volume (veh/h) 1578 428 123 1836 397 102 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 1715 465 134 1996 432 111 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222 Cap, veh/h 2176 578 168 3554 562 258 Arrive On Green 0.54 0.54 0.09 0.70 0.16 0.16 Sat Flow, veh/h 4185 1066 1781 5274 3456 1585 Grp Volume(v), veh/h 1448 732 134 1996 432 111 Grp Sat Flow(s),veh/h/ln 1702 1678 1781 1702 1728 1585 Q Serve(g_s), s 25.4 26.6 5.5 14.6 9.0 4.7 Cycle Q Clear(g_c), s 25.4 26.6 5.5 14.6 9.0 4.7 Prop In Lane 0.64 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1845 909 168 3554 562 258 V/C Ratio(X) 0.78 0.81 0.80 0.56 0.77 0.43 Avail Cap(c_a), veh/h 1845 909 178 3554 829 380 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.50 0.50 0.48 0.48 1.00 1.00 Uniform Delay (d), s/veh 13.7 14.0 33.3 5.7 30.1 28.3 Incr Delay (d2), s/veh 1.7 3.9 11.1 0.3 2.6 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.7 8.5 2.7 2.9 3.8 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.4 17.9 44.4 6.0 32.6 29.4 LnGrp LOS B B D A C C Approach Vol, veh/h 2180 2130 543 Approach Delay, s/veh 16.3 8.4 32.0 Approach LOS B A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 11.6 46.6 58.2 16.8 Change Period (Y+Rc), s 4.5 6.0 6.0 4.6 Max Green Setting (Gmax), s 7.5 34.4 46.4 18.0 Max Q Clear Time (g_c+I1), s 7.5 28.6 16.6 11.0 Green Ext Time (p_c), s 0.0 5.0 17.5 1.2 Intersection Summary HCM 6th Ctrl Delay 14.6 HCM 6th LOS B HCM 6th Signalized Intersection Summary 9: La Media Rd & Olympic Pkwy 03/09/2020 03/05/2020 Ex + P AM Synchro 10 Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 324 745 468 145 1069 93 668 597 146 115 561 207 Future Volume (veh/h) 324 745 468 145 1069 93 668 597 146 115 561 207 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 348 801 503 156 1149 100 718 642 157 124 603 223 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, %222222222222 Cap, veh/h 392 1750 956 200 1467 455 773 2172 674 167 1277 697 Arrive On Green 0.11 0.34 0.34 0.06 0.29 0.29 0.22 0.43 0.43 0.05 0.25 0.25 Sat Flow, veh/h 3456 5106 2790 3456 5106 1585 3456 5106 1585 3456 5106 2790 Grp Volume(v), veh/h 348 801 503 156 1149 100 718 642 157 124 603 223 Grp Sat Flow(s),veh/h/ln 1728 1702 1395 1728 1702 1585 1728 1702 1585 1728 1702 1395 Q Serve(g_s), s 15.9 19.6 23.1 7.1 33.1 7.7 32.6 13.2 10.1 5.7 16.1 10.4 Cycle Q Clear(g_c), s 15.9 19.6 23.1 7.1 33.1 7.7 32.6 13.2 10.1 5.7 16.1 10.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 392 1750 956 200 1467 455 773 2172 674 167 1277 697 V/C Ratio(X) 0.89 0.46 0.53 0.78 0.78 0.22 0.93 0.30 0.23 0.74 0.47 0.32 Avail Cap(c_a), veh/h 428 1750 956 274 1467 455 838 2172 674 233 1277 697 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.39 0.39 0.39 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 69.9 41.0 42.2 74.4 52.4 43.4 60.8 30.2 29.3 75.2 51.0 48.9 Incr Delay (d2), s/veh 8.6 0.3 0.8 9.5 4.2 1.1 15.8 0.3 0.8 7.8 1.3 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.4 8.1 8.2 3.4 14.4 3.2 16.0 5.6 4.1 2.7 7.1 3.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 78.6 41.3 43.0 83.8 56.7 44.5 76.6 30.6 30.1 82.9 52.3 50.1 LnGrp LOS E D D F E D E C C F D D Approach Vol, veh/h 1652 1405 1517 950 Approach Delay, s/veh 49.7 58.8 52.3 55.8 Approach LOS D E D E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.5 60.8 40.0 45.7 22.3 52.0 11.9 73.8 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.7 * 4.2 6.0 * 4.2 5.7 Max Green Setting (Gmax), s * 13 48.4 * 39 40.0 * 20 41.3 * 11 68.0 Max Q Clear Time (g_c+I1), s 9.1 25.1 34.6 18.1 17.9 35.1 7.7 15.2 Green Ext Time (p_c), s 0.1 7.5 1.2 5.2 0.2 3.6 0.1 5.8 Intersection Summary HCM 6th Ctrl Delay 53.8 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 1: I-805 SB On Ramp/I-805 SB Off Ramp & Olympic Pkwy 03/09/2020 03/05/2020 Ex + P PM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 859 383 672 786 00001378 2 799 Future Volume (veh/h) 0 859 383 672 786 00001378 2 799 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 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 877 391 686 802 0 1407 0 815 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %022220 222 Cap, veh/h 0 777 347 514 1417 0 1884 0 838 Arrive On Green 0.00 0.22 0.22 0.05 0.13 0.00 0.53 0.00 0.53 Sat Flow, veh/h 0 3647 1585 3456 3647 0 3563 0 1585 Grp Volume(v), veh/h 0 877 391 686 802 0 1407 0 815 Grp Sat Flow(s),veh/h/ln 0 1777 1585 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 32.8 32.8 22.3 31.8 0.0 46.1 0.0 74.8 Cycle Q Clear(g_c), s 0.0 32.8 32.8 22.3 31.8 0.0 46.1 0.0 74.8 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 777 347 514 1417 0 1884 0 838 V/C Ratio(X) 0.00 1.13 1.13 1.34 0.57 0.00 0.75 0.00 0.97 Avail Cap(c_a), veh/h 0 777 347 514 1417 0 1898 0 844 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.32 0.32 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 58.6 58.6 71.3 53.0 0.0 27.5 0.0 34.3 Incr Delay (d2), s/veh 0.0 73.9 87.8 155.2 0.5 0.0 1.7 0.0 24.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 22.4 21.3 21.5 15.3 0.0 19.9 0.0 33.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 132.5 146.4 226.5 53.5 0.0 29.2 0.0 58.6 LnGrp LOS A F F F D A C A E Approach Vol, veh/h 1268 1488 2222 Approach Delay, s/veh 136.8 133.3 40.0 Approach LOS F F D Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 27.0 38.6 84.4 65.6 Change Period (Y+Rc), s * 4.7 * 5.8 5.1 5.8 Max Green Setting (Gmax), s * 22 * 33 79.9 59.2 Max Q Clear Time (g_c+I1), s 24.3 34.8 76.8 33.8 Green Ext Time (p_c), s 0.0 0.0 2.5 5.4 Intersection Summary HCM 6th Ctrl Delay 92.5 HCM 6th LOS F Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 2: I-805 NB Off Ramp/I-805 NB On Ramp & Olympic Pkwy 03/09/2020 03/05/2020 Ex + P PM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 389 1893 0 0 1130 738 350 3 923 0 0 0 Future Volume (veh/h) 389 1893 0 0 1130 738 350 3 923 0 0 0 Initial Q (Qb), veh 000000000 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 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 401 1952 0 0 1344 642 242 0 1082 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %220022222 Cap, veh/h 467 2125 0 0 1614 684 587 0 1044 Arrive On Green 0.14 0.60 0.00 0.00 0.43 0.43 0.33 0.00 0.33 Sat Flow, veh/h 3456 3647 0 0 3741 1585 1781 0 3170 Grp Volume(v), veh/h 401 1952 0 0 1344 642 242 0 1082 Grp Sat Flow(s),veh/h/ln 1728 1777 0 0 1870 1585 1781 0 1585 Q Serve(g_s), s 17.0 73.5 0.0 0.0 47.8 58.1 15.8 0.0 49.4 Cycle Q Clear(g_c), s 17.0 73.5 0.0 0.0 47.8 58.1 15.8 0.0 49.4 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 467 2125 0 0 1614 684 587 0 1044 V/C Ratio(X) 0.86 0.92 0.00 0.00 0.83 0.94 0.41 0.00 1.04 Avail Cap(c_a), veh/h 848 2125 0 0 1614 684 587 0 1044 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.13 0.13 0.00 0.00 0.73 0.73 1.00 0.00 1.00 Uniform Delay (d), s/veh 63.4 26.9 0.0 0.0 37.8 40.8 39.0 0.0 50.3 Incr Delay (d2), s/veh 0.6 1.2 0.0 0.0 3.9 17.9 0.5 0.0 37.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.4 29.0 0.0 0.0 22.0 25.1 7.1 0.0 25.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.1 28.1 0.0 0.0 41.7 58.6 39.5 0.0 88.0 LnGrp LOS E C A A D E D A F Approach Vol, veh/h 2353 1986 1324 Approach Delay, s/veh 34.2 47.2 79.1 Approach LOS C D E Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 95.5 25.0 70.5 54.5 Change Period (Y+Rc), s 5.8 * 4.7 5.8 5.1 Max Green Setting (Gmax), s 89.7 * 37 48.2 49.4 Max Q Clear Time (g_c+I1), s 75.5 19.0 60.1 51.4 Green Ext Time (p_c), s 10.9 1.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 49.3 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 3: Oleander Ave & Olympic Pkwy 03/09/2020 03/05/2020 Ex + P PM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 179 2528 113 18 1681 21 52 14 34 40 28 132 Future Volume (veh/h) 179 2528 113 18 1681 21 52 14 34 40 28 132 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 190 2689 120 19 1788 22 55 15 36 43 30 140 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Cap, veh/h 210 3547 156 26 3141 39 82 23 54 99 69 334 Arrive On Green 0.24 1.00 1.00 0.03 1.00 1.00 0.05 0.05 0.05 0.09 0.09 0.09 Sat Flow, veh/h 1781 5014 221 1781 5199 64 1781 488 1171 1070 747 1585 Grp Volume(v), veh/h 190 1815 994 19 1171 639 55 0 51 73 0 140 Grp Sat Flow(s),veh/h/ln 1781 1702 1831 1781 1702 1859 1781 0 1660 1817 0 1585 Q Serve(g_s), s 15.5 0.0 0.0 1.6 0.0 0.0 4.6 0.0 4.5 5.7 0.0 11.5 Cycle Q Clear(g_c), s 15.5 0.0 0.0 1.6 0.0 0.0 4.6 0.0 4.5 5.7 0.0 11.5 Prop In Lane 1.00 0.12 1.00 0.03 1.00 0.71 0.59 1.00 Lane Grp Cap(c), veh/h 210 2408 1295 26 2057 1123 82 0 77 168 0 334 V/C Ratio(X) 0.90 0.75 0.77 0.73 0.57 0.57 0.67 0.00 0.67 0.43 0.00 0.42 Avail Cap(c_a), veh/h 252 2408 1295 64 2057 1123 368 0 343 236 0 393 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.26 0.26 0.26 0.69 0.69 0.69 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 56.5 0.0 0.0 72.5 0.0 0.0 70.4 0.0 70.4 64.4 0.0 51.3 Incr Delay (d2), s/veh 10.4 0.6 1.2 23.5 0.3 0.5 9.1 0.0 9.6 1.8 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.6 0.2 0.4 0.9 0.1 0.1 2.3 0.0 2.1 2.7 0.0 4.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.9 0.6 1.2 96.1 0.3 0.5 79.5 0.0 80.0 66.1 0.0 52.1 LnGrp LOS E A A F AAEAEEAD Approach Vol, veh/h 2999 1829 106 213 Approach Delay, s/veh 5.0 1.3 79.7 56.9 Approach LOS AAEE Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.4 112.1 18.6 21.9 96.6 12.9 Change Period (Y+Rc), s * 4.2 6.0 * 4.7 * 4.2 * 6 6.0 Max Green Setting (Gmax), s * 5.4 73.2 * 20 * 21 * 58 31.0 Max Q Clear Time (g_c+I1), s 3.6 2.0 13.5 17.5 2.0 6.6 Green Ext Time (p_c), s 0.0 48.1 0.4 0.2 19.0 0.4 Intersection Summary HCM 6th Ctrl Delay 7.4 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 4: Brandywine Ave & Olympic Pkwy 03/09/2020 03/05/2020 Ex + P PM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 258 2162 73 202 1493 158 44 156 268 206 180 199 Future Volume (veh/h) 258 2162 73 202 1493 158 44 156 268 206 180 199 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 269 2252 76 210 1555 165 46 162 279 215 188 207 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, %222222222222 Cap, veh/h 288 2325 78 210 2117 657 59 324 461 209 481 407 Arrive On Green 0.32 0.92 0.92 0.16 0.55 0.55 0.03 0.17 0.17 0.12 0.26 0.26 Sat Flow, veh/h 1781 5073 171 1781 5106 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 269 1508 820 210 1555 165 46 162 279 215 188 207 Grp Sat Flow(s),veh/h/ln 1781 1702 1840 1781 1702 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 22.0 48.7 51.3 17.7 34.4 8.1 3.8 11.8 22.7 17.6 12.5 16.7 Cycle Q Clear(g_c), s 22.0 48.7 51.3 17.7 34.4 8.1 3.8 11.8 22.7 17.6 12.5 16.7 Prop In Lane 1.00 0.09 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 288 1560 843 210 2117 657 59 324 461 209 481 407 V/C Ratio(X) 0.93 0.97 0.97 1.00 0.73 0.25 0.77 0.50 0.60 1.03 0.39 0.51 Avail Cap(c_a), veh/h 330 1560 843 210 2117 657 113 411 536 209 507 430 HCM Platoon Ratio 2.00 2.00 2.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.38 0.38 0.38 0.89 0.89 0.89 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.0 5.4 5.5 63.2 27.4 21.5 71.9 56.1 45.7 66.2 46.0 47.6 Incr Delay (d2), s/veh 15.7 8.2 13.6 58.3 2.1 0.8 19.0 1.2 1.5 69.9 0.5 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.2 4.1 5.7 10.9 12.3 3.1 2.1 5.7 9.2 12.1 5.9 6.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 65.7 13.7 19.2 121.5 29.5 22.3 90.9 57.3 47.2 136.1 46.5 48.6 LnGrp LOS E B B F C C F E D F D D Approach Vol, veh/h 2597 1930 487 610 Approach Delay, s/veh 20.8 38.9 54.7 78.8 Approach LOS C D D E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 21.9 74.9 9.2 44.0 28.4 68.4 21.8 31.4 Change Period (Y+Rc), s * 4.2 * 6.2 * 4.2 5.4 * 4.2 6.2 * 4.2 * 5.4 Max Green Setting (Gmax), s * 18 * 63 * 9.5 40.7 * 28 52.0 * 18 * 33 Max Q Clear Time (g_c+I1), s 19.7 53.3 5.8 18.7 24.0 36.4 19.6 24.7 Green Ext Time (p_c), s 0.0 8.2 0.0 1.7 0.3 9.3 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 36.2 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 5: Project Dwy (W) & Olympic Pkwy 03/09/2020 03/05/2020 Ex + P PM Synchro 10 Report Page 5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2434 202 40 1766 87 17 Future Volume (veh/h) 2434 202 40 1766 87 17 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 2646 220 43 1920 95 18 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222 Cap, veh/h 3475 1079 55 3787 686 314 Arrive On Green 0.46 0.46 0.03 0.74 0.20 0.20 Sat Flow, veh/h 5274 1585 1781 5274 3456 1585 Grp Volume(v), veh/h 2646 220 43 1920 95 18 Grp Sat Flow(s),veh/h/ln 1702 1585 1781 1702 1728 1585 Q Serve(g_s), s 64.8 12.5 3.6 23.4 3.4 1.4 Cycle Q Clear(g_c), s 64.8 12.5 3.6 23.4 3.4 1.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 3475 1079 55 3787 686 314 V/C Ratio(X) 0.76 0.20 0.78 0.51 0.14 0.06 Avail Cap(c_a), veh/h 3864 1199 59 4187 686 314 HCM Platoon Ratio 0.67 0.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.21 0.21 0.88 0.88 1.00 1.00 Uniform Delay (d), s/veh 30.7 16.4 72.2 8.0 49.6 48.7 Incr Delay (d2), s/veh 0.2 0.0 40.3 0.1 0.4 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 27.3 4.7 2.2 7.2 1.5 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.8 16.5 112.4 8.1 50.0 49.1 LnGrp LOS C B F A D D Approach Vol, veh/h 2866 1963 113 Approach Delay, s/veh 29.7 10.4 49.8 Approach LOS C B D Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 34.3 9.2 106.6 115.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 5.0 113.5 123.0 Max Q Clear Time (g_c+I1), s 5.4 5.6 66.8 25.4 Green Ext Time (p_c), s 0.2 0.0 35.3 24.8 Intersection Summary HCM 6th Ctrl Delay 22.5 HCM 6th LOS C HCM 6th Signalized Intersection Summary 6: Project Dwy (E) & Olympic Pkwy 03/09/2020 03/05/2020 Ex + P PM Synchro 10 Report Page 6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2350 101 60 1763 43 26 Future Volume (veh/h) 2350 101 60 1763 43 26 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 2554 110 65 1916 47 28 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222 Cap, veh/h 3227 1002 59 3550 846 388 Arrive On Green 0.63 0.63 0.03 0.70 0.24 0.24 Sat Flow, veh/h 5274 1585 1781 5274 3456 1585 Grp Volume(v), veh/h 2554 110 65 1916 47 28 Grp Sat Flow(s),veh/h/ln 1702 1585 1781 1702 1728 1585 Q Serve(g_s), s 55.3 4.1 5.0 27.5 1.6 2.0 Cycle Q Clear(g_c), s 55.3 4.1 5.0 27.5 1.6 2.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 3227 1002 59 3550 846 388 V/C Ratio(X) 0.79 0.11 1.09 0.54 0.06 0.07 Avail Cap(c_a), veh/h 3864 1199 59 4187 846 388 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.66 0.66 0.78 0.78 1.00 1.00 Uniform Delay (d), s/veh 20.3 10.9 72.5 11.1 43.4 43.5 Incr Delay (d2), s/veh 0.7 0.0 131.3 0.1 0.1 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 19.9 1.4 4.4 9.2 0.7 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.0 11.0 203.8 11.2 43.5 43.9 LnGrp LOS C B F B D D Approach Vol, veh/h 2664 1981 75 Approach Delay, s/veh 20.6 17.6 43.6 Approach LOS C B D Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 41.2 9.5 99.3 108.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 5.0 113.5 123.0 Max Q Clear Time (g_c+I1), s 4.0 7.0 57.3 29.5 Green Ext Time (p_c), s 0.1 0.0 37.5 24.5 Intersection Summary HCM 6th Ctrl Delay 19.7 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. HCM 6th Signalized Intersection Summary 7: Heritage Rd & Olympic Pkwy 01/22/2021 03/05/2020 Ex + P PM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 235 1839 243 98 1283 304 164 186 114 423 172 198 Future Volume (veh/h) 235 1839 243 98 1283 304 164 186 114 423 172 198 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 245 1916 253 102 1336 317 171 194 119 441 179 206 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 295 2817 875 111 2699 1475 224 517 161 449 311 264 Arrive On Green 0.09 0.55 0.55 0.06 0.53 0.53 0.06 0.10 0.10 0.13 0.17 0.17 Sat Flow, veh/h 3456 5106 1585 1781 5106 2790 3456 5106 1585 3456 1870 1585 Grp Volume(v), veh/h 245 1916 253 102 1336 317 171 194 119 441 179 206 Grp Sat Flow(s),veh/h/ln 1728 1702 1585 1781 1702 1395 1728 1702 1585 1728 1870 1585 Q Serve(g_s), s 9.1 35.0 11.1 7.4 21.7 7.9 6.3 4.6 9.5 16.5 11.5 16.2 Cycle Q Clear(g_c), s 9.1 35.0 11.1 7.4 21.7 7.9 6.3 4.6 9.5 16.5 11.5 16.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 295 2817 875 111 2699 1475 224 517 161 449 311 264 V/C Ratio(X) 0.83 0.68 0.29 0.92 0.50 0.21 0.76 0.37 0.74 0.98 0.58 0.78 Avail Cap(c_a), veh/h 308 2817 875 111 2699 1475 292 1532 476 449 642 544 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.68 0.68 0.68 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.5 20.9 15.5 60.6 19.6 16.3 59.8 54.6 56.8 56.4 49.9 51.9 Incr Delay (d2), s/veh 11.8 0.9 0.6 57.0 0.6 0.3 8.3 0.5 6.6 37.5 1.7 5.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 12.9 4.1 5.0 8.1 2.6 3.0 2.0 4.1 9.6 5.5 6.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 70.3 21.8 16.1 117.6 20.2 16.6 68.1 55.0 63.3 93.9 51.6 56.9 LnGrp LOS E C B F C BEEEFDE Approach Vol, veh/h 2414 1755 484 826 Approach Delay, s/veh 26.1 25.2 61.7 75.5 Approach LOS C C E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.3 77.7 12.6 27.3 15.3 74.7 21.1 18.9 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.7 * 4.2 6.0 * 4.2 * 5.7 Max Green Setting (Gmax), s * 8.1 46.2 * 11 44.6 * 12 42.7 * 17 * 39 Max Q Clear Time (g_c+I1), s 9.4 37.0 8.3 18.2 11.1 23.7 18.5 11.5 Green Ext Time (p_c), s 0.0 7.4 0.1 1.7 0.0 9.8 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 36.4 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 8: Santa Venetia St & Olympic Pkwy 03/09/2020 03/05/2020 Ex + P PM Synchro 10 Report Page 8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2126 381 24 1539 157 48 Future Volume (veh/h) 2126 381 24 1539 157 48 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 2311 414 26 1673 171 52 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222 Cap, veh/h 3194 548 47 4109 268 123 Arrive On Green 0.73 0.73 0.03 0.80 0.08 0.08 Sat Flow, veh/h 4555 753 1781 5274 3456 1585 Grp Volume(v), veh/h 1771 954 26 1673 171 52 Grp Sat Flow(s),veh/h/ln 1702 1735 1781 1702 1728 1585 Q Serve(g_s), s 26.5 29.9 1.3 8.6 4.3 2.8 Cycle Q Clear(g_c), s 26.5 29.9 1.3 8.6 4.3 2.8 Prop In Lane 0.43 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2479 1263 47 4109 268 123 V/C Ratio(X) 0.71 0.76 0.55 0.41 0.64 0.42 Avail Cap(c_a), veh/h 2479 1263 105 4109 691 317 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.41 0.41 0.81 0.81 1.00 1.00 Uniform Delay (d), s/veh 6.9 7.4 43.3 2.6 40.3 39.6 Incr Delay (d2), s/veh 0.7 1.8 7.8 0.2 2.5 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.8 7.0 0.6 1.0 1.9 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 7.7 9.2 51.1 2.8 42.8 41.9 LnGrp LOS A A D A D D Approach Vol, veh/h 2725 1699 223 Approach Delay, s/veh 8.2 3.5 42.6 Approach LOS A A D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.9 71.5 78.4 11.6 Change Period (Y+Rc), s 4.5 6.0 6.0 4.6 Max Green Setting (Gmax), s 5.3 51.6 61.4 18.0 Max Q Clear Time (g_c+I1), s 3.3 31.9 10.6 6.3 Green Ext Time (p_c), s 0.0 16.9 16.8 0.5 Intersection Summary HCM 6th Ctrl Delay 8.1 HCM 6th LOS A HCM 6th Signalized Intersection Summary 9: La Media Rd & Olympic Pkwy 03/09/2020 03/05/2020 Ex + P PM Synchro 10 Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 261 1343 492 62 1037 120 441 329 48 165 264 191 Future Volume (veh/h) 261 1343 492 62 1037 120 441 329 48 165 264 191 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 281 1444 529 67 1115 129 474 354 52 177 284 205 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, %222222222222 Cap, veh/h 330 3003 1641 104 2669 829 535 979 304 222 518 283 Arrive On Green 0.10 0.59 0.59 0.03 0.52 0.52 0.15 0.19 0.19 0.06 0.10 0.10 Sat Flow, veh/h 3456 5106 2790 3456 5106 1585 3456 5106 1585 3456 5106 2790 Grp Volume(v), veh/h 281 1444 529 67 1115 129 474 354 52 177 284 205 Grp Sat Flow(s),veh/h/ln 1728 1702 1395 1728 1702 1585 1728 1702 1585 1728 1702 1395 Q Serve(g_s), s 12.8 26.0 15.4 3.1 21.3 6.8 21.5 9.6 4.4 8.1 8.5 11.4 Cycle Q Clear(g_c), s 12.8 26.0 15.4 3.1 21.3 6.8 21.5 9.6 4.4 8.1 8.5 11.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 330 3003 1641 104 2669 829 535 979 304 222 518 283 V/C Ratio(X) 0.85 0.48 0.32 0.64 0.42 0.16 0.89 0.36 0.17 0.80 0.55 0.72 Avail Cap(c_a), veh/h 449 3003 1641 151 2669 829 708 1861 578 320 1286 703 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.58 0.58 0.58 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 71.2 18.9 16.7 76.7 23.3 19.8 66.2 56.2 54.0 73.8 68.4 69.7 Incr Delay (d2), s/veh 6.8 0.3 0.3 6.4 0.5 0.4 10.5 0.2 0.3 8.7 0.9 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.9 9.8 5.1 1.4 8.4 2.7 10.3 4.2 1.8 3.9 3.8 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 78.1 19.2 17.1 83.2 23.8 20.2 76.8 56.4 54.3 82.5 69.3 73.2 LnGrp LOS E B B F C C E E D F E E Approach Vol, veh/h 2254 1311 880 666 Approach Delay, s/veh 26.1 26.5 67.2 74.0 Approach LOS C C E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.0 100.1 29.0 21.9 19.5 89.6 14.5 36.4 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.7 * 4.2 6.0 * 4.2 5.7 Max Green Setting (Gmax), s * 7 59.8 * 33 40.3 * 21 46.0 * 15 58.3 Max Q Clear Time (g_c+I1), s 5.1 28.0 23.5 13.4 14.8 23.3 10.1 11.6 Green Ext Time (p_c), s 0.0 15.2 1.3 2.8 0.5 7.9 0.2 2.8 Intersection Summary HCM 6th Ctrl Delay 39.5 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-19-3199 Sunbow Planning Area 23 Amendment N:\3199\Text\Appendix\Appendix.3199.doc APPENDIX D PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS – NEAR-TERM HCM 6th Signalized Intersection Summary 1: I-805 SB On Ramp/I-805 SB Off Ramp & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 AM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 884 394 862 842 00008318404 Future Volume (veh/h) 0 884 394 862 842 00008318404 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 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 971 433 947 925 0 919 0 444 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %022220 222 Cap, veh/h 0 1173 523 990 2303 0 995 0 443 Arrive On Green 0.00 0.33 0.33 0.48 1.00 0.00 0.28 0.00 0.28 Sat Flow, veh/h 0 3647 1585 3456 3647 0 3563 0 1585 Grp Volume(v), veh/h 0 971 433 947 925 0 919 0 444 Grp Sat Flow(s),veh/h/ln 0 1777 1585 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 37.8 37.8 39.5 0.0 0.0 37.6 0.0 41.9 Cycle Q Clear(g_c), s 0.0 37.8 37.8 39.5 0.0 0.0 37.6 0.0 41.9 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1173 523 990 2303 0 995 0 443 V/C Ratio(X) 0.00 0.83 0.83 0.96 0.40 0.00 0.92 0.00 1.00 Avail Cap(c_a), veh/h 0 1173 523 1044 2303 0 995 0 443 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.09 0.09 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 46.3 46.3 38.2 0.0 0.0 52.5 0.0 54.0 Incr Delay (d2), s/veh 0.0 6.8 14.0 2.7 0.0 0.0 13.7 0.0 43.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 17.4 16.5 14.1 0.0 0.0 18.7 0.0 22.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 53.1 60.3 40.9 0.0 0.0 66.2 0.0 97.5 LnGrp LOS A D E D A A E A F Approach Vol, veh/h 1404 1872 1363 Approach Delay, s/veh 55.3 20.7 76.4 Approach LOS E C E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 47.7 55.3 47.0 103.0 Change Period (Y+Rc), s * 4.7 * 5.8 5.1 5.8 Max Green Setting (Gmax), s * 45 * 48 41.9 97.2 Max Q Clear Time (g_c+I1), s 41.5 39.8 43.9 2.0 Green Ext Time (p_c), s 1.5 4.5 0.0 7.3 Intersection Summary HCM 6th Ctrl Delay 47.6 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 2: I-805 NB Off Ramp/I-805 NB On Ramp & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 AM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 496 1263 0 0 1538 1551 208 2 829 0 0 0 Future Volume (veh/h) 496 1263 0 0 1538 1551 208 2 829 0 0 0 Initial Q (Qb), veh 000000000 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 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 528 1344 0 0 1373 1826 148 0 962 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %220022222 Cap, veh/h 585 2159 0 0 761 1290 569 0 1013 Arrive On Green 0.34 1.00 0.00 0.00 0.41 0.41 0.32 0.00 0.32 Sat Flow, veh/h 3456 3647 0 0 1870 3170 1781 0 3170 Grp Volume(v), veh/h 528 1344 0 0 1373 1826 148 0 962 Grp Sat Flow(s),veh/h/ln 1728 1777 0 0 1870 1585 1781 0 1585 Q Serve(g_s), s 21.8 0.0 0.0 0.0 61.0 61.0 9.2 0.0 44.5 Cycle Q Clear(g_c), s 21.8 0.0 0.0 0.0 61.0 61.0 9.2 0.0 44.5 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 585 2159 0 0 761 1290 569 0 1013 V/C Ratio(X) 0.90 0.62 0.00 0.00 1.80 1.42 0.26 0.00 0.95 Avail Cap(c_a), veh/h 848 2159 0 0 761 1290 587 0 1044 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.34 0.34 0.00 0.00 0.09 0.09 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.4 0.0 0.0 0.0 44.5 44.5 37.9 0.0 49.8 Incr Delay (d2), s/veh 3.6 0.5 0.0 0.0 362.1 187.3 0.2 0.0 16.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.1 0.1 0.0 0.0 103.7 56.6 4.1 0.0 19.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.1 0.5 0.0 0.0 406.6 231.8 38.1 0.0 66.6 LnGrp LOS D A A A F F D A E Approach Vol, veh/h 1872 3199 1110 Approach Delay, s/veh 15.0 306.8 62.8 Approach LOS B F E Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 96.9 30.1 66.8 53.1 Change Period (Y+Rc), s 5.8 * 4.7 5.8 5.1 Max Green Setting (Gmax), s 89.7 * 37 48.2 49.4 Max Q Clear Time (g_c+I1), s 2.0 23.8 63.0 46.5 Green Ext Time (p_c), s 13.5 1.6 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 174.6 HCM 6th LOS F Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 3: Oleander Ave & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 AM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 1790 120 50 2582 134 185 17 59 93 29 136 Future Volume (veh/h) 70 1790 120 50 2582 134 185 17 59 93 29 136 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 1865 125 52 2690 140 193 18 61 97 30 142 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 88 2791 187 67 2781 143 228 48 162 141 44 241 Arrive On Green 0.05 0.57 0.57 0.04 0.56 0.56 0.13 0.13 0.13 0.10 0.10 0.10 Sat Flow, veh/h 1781 4889 327 1781 4974 255 1781 374 1268 1376 426 1585 Grp Volume(v), veh/h 73 1297 693 52 1828 1002 193 0 79 127 0 142 Grp Sat Flow(s),veh/h/ln 1781 1702 1812 1781 1702 1824 1781 0 1642 1802 0 1585 Q Serve(g_s), s 5.3 34.3 34.6 3.8 66.5 69.8 13.8 0.0 5.7 8.8 0.0 10.8 Cycle Q Clear(g_c), s 5.3 34.3 34.6 3.8 66.5 69.8 13.8 0.0 5.7 8.8 0.0 10.8 Prop In Lane 1.00 0.18 1.00 0.14 1.00 0.77 0.76 1.00 Lane Grp Cap(c), veh/h 88 1943 1034 67 1903 1020 228 0 210 185 0 241 V/C Ratio(X) 0.83 0.67 0.67 0.78 0.96 0.98 0.85 0.00 0.38 0.69 0.00 0.59 Avail Cap(c_a), veh/h 88 1943 1034 74 1903 1020 425 0 392 251 0 299 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.67 0.67 0.67 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 61.3 19.3 19.4 62.0 27.3 28.0 55.4 0.0 51.9 56.3 0.0 51.3 Incr Delay (d2), s/veh 34.5 1.2 2.3 4.3 1.9 5.2 8.4 0.0 1.1 4.6 0.0 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 12.8 14.1 1.8 24.9 28.9 6.7 0.0 2.4 4.3 0.0 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 95.8 20.6 21.7 66.4 29.2 33.2 63.8 0.0 53.0 60.9 0.0 53.6 LnGrp LOS F C C E C C E A D E A D Approach Vol, veh/h 2063 2882 272 269 Approach Delay, s/veh 23.6 31.2 60.7 57.1 Approach LOS C C E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.1 80.2 18.1 10.6 78.7 22.6 Change Period (Y+Rc), s * 4.2 6.0 * 4.7 * 4.2 * 6 6.0 Max Green Setting (Gmax), s * 5.4 54.6 * 18 * 6.4 * 54 31.0 Max Q Clear Time (g_c+I1), s 5.8 36.6 12.8 7.3 71.8 15.8 Green Ext Time (p_c), s 0.0 12.3 0.5 0.0 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 31.1 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 4: Brandywine Ave & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 AM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 197 1651 150 308 2409 314 234 132 198 165 160 221 Future Volume (veh/h) 197 1651 150 308 2409 314 234 132 198 165 160 221 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 207 1738 158 324 2536 331 246 139 208 174 168 233 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 176 1602 145 292 2050 637 271 478 665 198 401 339 Arrive On Green 0.10 0.34 0.34 0.16 0.40 0.40 0.15 0.26 0.26 0.11 0.21 0.21 Sat Flow, veh/h 1781 4765 432 1781 5106 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 207 1240 656 324 2536 331 246 139 208 174 168 233 Grp Sat Flow(s),veh/h/ln 1781 1702 1793 1781 1702 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 14.8 50.4 50.4 24.6 60.2 23.7 20.4 9.0 13.2 14.4 11.6 20.3 Cycle Q Clear(g_c), s 14.8 50.4 50.4 24.6 60.2 23.7 20.4 9.0 13.2 14.4 11.6 20.3 Prop In Lane 1.00 0.24 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 176 1145 603 292 2050 637 271 478 665 198 401 339 V/C Ratio(X) 1.18 1.08 1.09 1.11 1.24 0.52 0.91 0.29 0.31 0.88 0.42 0.69 Avail Cap(c_a), veh/h 176 1145 603 292 2050 637 368 478 665 274 401 339 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.51 0.51 0.51 0.72 0.72 0.72 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.6 49.8 49.8 62.7 44.9 33.9 62.5 44.9 29.1 65.7 50.9 54.3 Incr Delay (d2), s/veh 106.1 46.1 53.4 77.6 109.8 2.2 20.8 1.5 1.2 20.5 3.2 10.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.8 27.9 30.6 17.1 45.0 9.6 10.8 4.4 5.3 7.7 5.9 9.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 173.7 95.9 103.2 140.3 154.6 36.1 83.3 46.5 30.3 86.2 54.1 65.1 LnGrp LOS FFFFFDFDCFDE Approach Vol, veh/h 2103 3191 593 575 Approach Delay, s/veh 105.8 140.9 56.1 68.3 Approach LOS F F E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 28.8 56.6 27.0 37.5 19.0 66.4 20.9 43.7 Change Period (Y+Rc), s * 4.2 * 6.2 * 4.2 5.4 * 4.2 6.2 * 4.2 * 5.4 Max Green Setting (Gmax), s * 25 * 45 * 31 30.0 * 15 54.2 * 23 * 38 Max Q Clear Time (g_c+I1), s 26.6 52.4 22.4 22.3 16.8 62.2 16.4 15.2 Green Ext Time (p_c), s 0.0 0.0 0.5 1.1 0.0 0.0 0.2 1.5 Intersection Summary HCM 6th Ctrl Delay 115.2 HCM 6th LOS F Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 5: Project Dwy (W) & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 AM Synchro 10 Report Page 5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2014 0 0 3032 0 0 Future Volume (veh/h) 2014 0 0 3032 0 0 Initial Q (Qb), veh 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 Work Zone On Approach No No Adj Sat Flow, veh/h/ln 1870 0 0 1870 Adj Flow Rate, veh/h 2189 0 0 3296 Peak Hour Factor 0.92 0.92 0.92 0.92 Percent Heavy Veh, %2002 Cap, veh/h 4085 0 0 4085 Arrive On Green 0.80 0.00 0.00 0.80 Sat Flow, veh/h 5443 0 0 5443 Grp Volume(v), veh/h 2189 0 0 3296 Grp Sat Flow(s),veh/h/ln 1702 0 0 1702 Q Serve(g_s), s 3.4 0.0 0.0 8.2 Cycle Q Clear(g_c), s 3.4 0.0 0.0 8.2 Prop In Lane 0.00 0.00 Lane Grp Cap(c), veh/h 4085 0 0 4085 V/C Ratio(X) 0.54 0.00 0.00 0.81 Avail Cap(c_a), veh/h 4085 0 0 4085 HCM Platoon Ratio 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 0.8 0.0 0.0 1.3 Incr Delay (d2), s/veh 0.5 0.0 0.0 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 0.0 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 1.3 0.0 0.0 3.1 LnGrp LOS AAAA Approach Vol, veh/h 2189 3296 Approach Delay, s/veh 1.3 3.1 Approach LOS A A Timer - Assigned Phs 4 8 Phs Duration (G+Y+Rc), s 22.5 22.5 Change Period (Y+Rc), s 4.5 4.5 Max Green Setting (Gmax), s 18.0 18.0 Max Q Clear Time (g_c+I1), s 5.4 10.2 Green Ext Time (p_c), s 10.1 7.6 Intersection Summary HCM 6th Ctrl Delay 2.4 HCM 6th LOS A HCM 6th Signalized Intersection Summary 6: Project Dwy (E) & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 AM Synchro 10 Report Page 6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2014 0 0 3032 0 0 Future Volume (veh/h) 2014 0 0 3032 0 0 Initial Q (Qb), veh 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 Work Zone On Approach No No Adj Sat Flow, veh/h/ln 1870 0 0 1870 Adj Flow Rate, veh/h 2189 0 0 3296 Peak Hour Factor 0.92 0.92 0.92 0.92 Percent Heavy Veh, %2002 Cap, veh/h 4085 0 0 4085 Arrive On Green 0.80 0.00 0.00 0.80 Sat Flow, veh/h 5443 0 0 5443 Grp Volume(v), veh/h 2189 0 0 3296 Grp Sat Flow(s),veh/h/ln 1702 0 0 1702 Q Serve(g_s), s 3.4 0.0 0.0 8.2 Cycle Q Clear(g_c), s 3.4 0.0 0.0 8.2 Prop In Lane 0.00 0.00 Lane Grp Cap(c), veh/h 4085 0 0 4085 V/C Ratio(X) 0.54 0.00 0.00 0.81 Avail Cap(c_a), veh/h 4085 0 0 4085 HCM Platoon Ratio 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 0.8 0.0 0.0 1.3 Incr Delay (d2), s/veh 0.5 0.0 0.0 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 0.0 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 1.3 0.0 0.0 3.1 LnGrp LOS AAAA Approach Vol, veh/h 2189 3296 Approach Delay, s/veh 1.3 3.1 Approach LOS A A Timer - Assigned Phs 4 8 Phs Duration (G+Y+Rc), s 22.5 22.5 Change Period (Y+Rc), s 4.5 4.5 Max Green Setting (Gmax), s 18.0 18.0 Max Q Clear Time (g_c+I1), s 5.4 10.2 Green Ext Time (p_c), s 10.1 7.6 Intersection Summary HCM 6th Ctrl Delay 2.4 HCM 6th LOS A HCM 6th Signalized Intersection Summary 7: Heritage Rd & Olympic Pkwy 01/22/2021 03/05/2020 Year 2024 AM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 196 1683 143 91 1972 757 298 398 108 683 367 274 Future Volume (veh/h) 196 1683 143 91 1972 757 298 398 108 683 367 274 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 213 1829 155 99 2143 823 324 433 117 742 399 298 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, %222222222222 Cap, veh/h 217 2270 705 112 2270 1240 381 984 305 541 447 379 Arrive On Green 0.06 0.44 0.44 0.06 0.44 0.44 0.11 0.19 0.19 0.16 0.24 0.24 Sat Flow, veh/h 3456 5106 1585 1781 5106 2790 3456 5106 1585 3456 1870 1585 Grp Volume(v), veh/h 213 1829 155 99 2143 823 324 433 117 742 399 298 Grp Sat Flow(s),veh/h/ln 1728 1702 1585 1781 1702 1395 1728 1702 1585 1728 1870 1585 Q Serve(g_s), s 8.6 43.4 8.4 7.7 56.2 32.5 12.9 10.5 9.0 21.9 28.9 24.7 Cycle Q Clear(g_c), s 8.6 43.4 8.4 7.7 56.2 32.5 12.9 10.5 9.0 21.9 28.9 24.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 217 2270 705 112 2270 1240 381 984 305 541 447 379 V/C Ratio(X) 0.98 0.81 0.22 0.88 0.94 0.66 0.85 0.44 0.38 1.37 0.89 0.79 Avail Cap(c_a), veh/h 217 2270 705 112 2270 1240 499 1422 442 541 540 457 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.90 0.90 0.90 0.49 0.49 0.49 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.5 33.7 23.9 65.1 37.2 30.6 61.1 49.9 49.3 59.1 51.6 50.0 Incr Delay (d2), s/veh 52.3 2.9 0.6 30.9 5.4 1.4 10.5 0.3 0.8 179.2 15.2 7.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.3 17.5 3.3 4.4 23.1 11.2 6.2 4.5 3.7 23.0 15.4 10.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 117.8 36.5 24.6 96.0 42.6 32.0 71.6 50.2 50.1 238.2 66.7 57.4 LnGrp LOS F D C F D C E D D F E E Approach Vol, veh/h 2197 3065 874 1439 Approach Delay, s/veh 43.6 41.5 58.1 153.2 Approach LOS D D E F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.0 68.2 19.6 39.1 13.0 68.2 26.1 32.7 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.7 * 4.2 6.0 * 4.2 * 5.7 Max Green Setting (Gmax), s * 8.8 50.5 * 20 40.4 * 8.8 50.5 * 22 * 39 Max Q Clear Time (g_c+I1), s 9.7 45.4 14.9 30.9 10.6 58.2 23.9 12.5 Green Ext Time (p_c), s 0.0 4.2 0.5 2.5 0.0 0.0 0.0 3.5 Intersection Summary HCM 6th Ctrl Delay 65.2 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 8: Santa Venetia St & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 AM Synchro 10 Report Page 8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1901 428 123 2577 397 102 Future Volume (veh/h) 1901 428 123 2577 397 102 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 2066 465 134 2801 432 111 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222 Cap, veh/h 2276 493 168 3554 562 258 Arrive On Green 0.54 0.54 0.09 0.70 0.16 0.16 Sat Flow, veh/h 4370 909 1781 5274 3456 1585 Grp Volume(v), veh/h 1658 873 134 2801 432 111 Grp Sat Flow(s),veh/h/ln 1702 1707 1781 1702 1728 1585 Q Serve(g_s), s 32.6 35.9 5.5 27.7 9.0 4.7 Cycle Q Clear(g_c), s 32.6 35.9 5.5 27.7 9.0 4.7 Prop In Lane 0.53 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1845 925 168 3554 562 258 V/C Ratio(X) 0.90 0.94 0.80 0.79 0.77 0.43 Avail Cap(c_a), veh/h 1845 925 178 3554 829 380 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 0.09 1.00 1.00 Uniform Delay (d), s/veh 15.3 16.1 33.3 7.7 30.1 28.3 Incr Delay (d2), s/veh 0.8 2.7 2.3 0.2 2.6 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.5 11.0 2.3 5.3 3.8 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.1 18.8 35.6 7.8 32.6 29.4 LnGrp LOS B B D A C C Approach Vol, veh/h 2531 2935 543 Approach Delay, s/veh 17.0 9.1 32.0 Approach LOS B A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 11.6 46.6 58.2 16.8 Change Period (Y+Rc), s 4.5 6.0 6.0 4.6 Max Green Setting (Gmax), s 7.5 34.4 46.4 18.0 Max Q Clear Time (g_c+I1), s 7.5 37.9 29.7 11.0 Green Ext Time (p_c), s 0.0 0.0 15.0 1.2 Intersection Summary HCM 6th Ctrl Delay 14.5 HCM 6th LOS B HCM 6th Signalized Intersection Summary 9: La Media Rd & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 AM Synchro 10 Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 312 863 685 169 1366 102 1115 1303 210 117 1008 204 Future Volume (veh/h) 312 863 685 169 1366 102 1115 1303 210 117 1008 204 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 335 928 737 182 1469 110 1199 1401 226 126 1084 219 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, %222222222222 Cap, veh/h 380 1617 883 225 1389 431 838 2265 703 169 1277 697 Arrive On Green 0.11 0.32 0.32 0.07 0.27 0.27 0.24 0.44 0.44 0.05 0.25 0.25 Sat Flow, veh/h 3456 5106 2790 3456 5106 1585 3456 5106 1585 3456 5106 2790 Grp Volume(v), veh/h 335 928 737 182 1469 110 1199 1401 226 126 1084 219 Grp Sat Flow(s),veh/h/ln 1728 1702 1395 1728 1702 1585 1728 1702 1585 1728 1702 1395 Q Serve(g_s), s 15.3 24.3 39.3 8.3 43.5 8.7 38.8 33.7 14.8 5.8 32.3 10.2 Cycle Q Clear(g_c), s 15.3 24.3 39.3 8.3 43.5 8.7 38.8 33.7 14.8 5.8 32.3 10.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 380 1617 883 225 1389 431 838 2265 703 169 1277 697 V/C Ratio(X) 0.88 0.57 0.83 0.81 1.06 0.26 1.43 0.62 0.32 0.75 0.85 0.31 Avail Cap(c_a), veh/h 428 1617 883 274 1389 431 838 2265 703 233 1277 697 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 70.2 45.7 50.8 73.8 58.2 45.6 60.6 34.1 28.9 75.1 57.1 48.8 Incr Delay (d2), s/veh 2.0 0.1 0.9 13.7 41.1 1.4 200.7 1.3 1.2 8.1 7.2 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.7 10.1 13.9 4.1 23.4 3.7 40.4 14.3 6.0 2.8 14.8 3.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 72.2 45.8 51.7 87.5 99.3 47.0 261.3 35.4 30.1 83.3 64.3 50.0 LnGrp LOS E D D F F D F D C F E D Approach Vol, veh/h 2000 1761 2826 1429 Approach Delay, s/veh 52.4 94.8 130.8 63.8 Approach LOS D F F E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.6 56.7 43.0 45.7 21.8 49.5 12.0 76.7 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.7 * 4.2 6.0 * 4.2 5.7 Max Green Setting (Gmax), s * 13 48.4 * 39 40.0 * 20 41.3 * 11 68.0 Max Q Clear Time (g_c+I1), s 10.3 41.3 40.8 34.3 17.3 45.5 7.8 35.7 Green Ext Time (p_c), s 0.1 4.7 0.0 3.7 0.3 0.0 0.1 14.5 Intersection Summary HCM 6th Ctrl Delay 91.4 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 1: I-805 SB On Ramp/I-805 SB Off Ramp & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 PM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 930 383 679 828 00001610 2 824 Future Volume (veh/h) 0 930 383 679 828 00001610 2 824 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 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 949 391 693 845 0 1644 0 841 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %022220 222 Cap, veh/h 0 1085 484 514 1725 0 1898 0 844 Arrive On Green 0.00 0.31 0.31 0.05 0.16 0.00 0.53 0.00 0.53 Sat Flow, veh/h 0 3647 1585 3456 3647 0 3563 0 1585 Grp Volume(v), veh/h 0 949 391 693 845 0 1644 0 841 Grp Sat Flow(s),veh/h/ln 0 1777 1585 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 38.0 34.1 22.3 32.5 0.0 60.1 0.0 79.2 Cycle Q Clear(g_c), s 0.0 38.0 34.1 22.3 32.5 0.0 60.1 0.0 79.2 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1085 484 514 1725 0 1898 0 844 V/C Ratio(X) 0.00 0.87 0.81 1.35 0.49 0.00 0.87 0.00 1.00 Avail Cap(c_a), veh/h 0 1085 484 514 1725 0 1898 0 844 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.11 0.11 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 49.4 48.0 71.3 46.1 0.0 30.4 0.0 34.9 Incr Delay (d2), s/veh 0.0 9.9 13.5 158.5 0.1 0.0 4.5 0.0 30.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 17.9 15.0 21.7 15.6 0.0 26.5 0.0 36.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 59.2 61.6 229.8 46.2 0.0 34.9 0.0 64.8 LnGrp LOS A E E F D A C A E Approach Vol, veh/h 1340 1538 2485 Approach Delay, s/veh 59.9 128.9 45.1 Approach LOS E F D Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 27.0 52.0 85.0 79.0 Change Period (Y+Rc), s * 4.7 * 5.8 5.1 5.8 Max Green Setting (Gmax), s * 22 * 33 79.9 59.2 Max Q Clear Time (g_c+I1), s 24.3 40.0 81.2 34.5 Green Ext Time (p_c), s 0.0 0.0 0.0 5.7 Intersection Summary HCM 6th Ctrl Delay 72.8 HCM 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. HCM 6th Signalized Intersection Summary 2: I-805 NB Off Ramp/I-805 NB On Ramp & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 PM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 389 2220 0 0 1179 895 350 3 938 0 0 0 Future Volume (veh/h) 389 2220 0 0 1179 895 350 3 938 0 0 0 Initial Q (Qb), veh 000000000 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 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 401 2289 0 0 1531 713 242 0 1097 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %220022222 Cap, veh/h 467 2125 0 0 1614 684 587 0 1044 Arrive On Green 0.14 0.60 0.00 0.00 0.43 0.43 0.33 0.00 0.33 Sat Flow, veh/h 3456 3647 0 0 3741 1585 1781 0 3170 Grp Volume(v), veh/h 401 2289 0 0 1531 713 242 0 1097 Grp Sat Flow(s),veh/h/ln 1728 1777 0 0 1870 1585 1781 0 1585 Q Serve(g_s), s 17.0 89.7 0.0 0.0 59.1 64.7 15.8 0.0 49.4 Cycle Q Clear(g_c), s 17.0 89.7 0.0 0.0 59.1 64.7 15.8 0.0 49.4 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 467 2125 0 0 1614 684 587 0 1044 V/C Ratio(X) 0.86 1.08 0.00 0.00 0.95 1.04 0.41 0.00 1.05 Avail Cap(c_a), veh/h 848 2125 0 0 1614 684 587 0 1044 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.00 0.00 0.58 0.58 1.00 0.00 1.00 Uniform Delay (d), s/veh 63.4 30.2 0.0 0.0 41.0 42.6 39.0 0.0 50.3 Incr Delay (d2), s/veh 0.4 35.7 0.0 0.0 8.7 38.1 0.5 0.0 42.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.4 45.5 0.0 0.0 28.0 31.4 7.1 0.0 25.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 63.9 65.9 0.0 0.0 49.7 80.7 39.5 0.0 92.5 LnGrp LOS E F A A D F D A F Approach Vol, veh/h 2690 2244 1339 Approach Delay, s/veh 65.6 59.6 82.9 Approach LOS E E F Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 95.5 25.0 70.5 54.5 Change Period (Y+Rc), s 5.8 * 4.7 5.8 5.1 Max Green Setting (Gmax), s 89.7 * 37 48.2 49.4 Max Q Clear Time (g_c+I1), s 91.7 19.0 66.7 51.4 Green Ext Time (p_c), s 0.0 1.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 67.1 HCM 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. HCM 6th Signalized Intersection Summary 3: Oleander Ave & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 PM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 179 2870 113 16 1886 100 52 14 30 167 28 132 Future Volume (veh/h) 179 2870 113 16 1886 100 52 14 30 167 28 132 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 190 3053 120 17 2006 106 55 15 32 178 30 140 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Cap, veh/h 210 3394 132 24 2823 149 82 24 52 197 33 390 Arrive On Green 0.24 1.00 1.00 0.03 1.00 1.00 0.05 0.05 0.05 0.13 0.13 0.13 Sat Flow, veh/h 1781 5043 196 1781 4966 261 1781 532 1134 1535 259 1585 Grp Volume(v), veh/h 190 2048 1125 17 1373 739 55 0 47 208 0 140 Grp Sat Flow(s),veh/h/ln 1781 1702 1835 1781 1702 1823 1781 0 1666 1794 0 1585 Q Serve(g_s), s 15.5 0.0 0.0 1.4 0.0 0.0 4.6 0.0 4.2 17.2 0.0 11.0 Cycle Q Clear(g_c), s 15.5 0.0 0.0 1.4 0.0 0.0 4.6 0.0 4.2 17.2 0.0 11.0 Prop In Lane 1.00 0.11 1.00 0.14 1.00 0.68 0.86 1.00 Lane Grp Cap(c), veh/h 210 2291 1235 24 1935 1037 82 0 77 230 0 390 V/C Ratio(X) 0.90 0.89 0.91 0.71 0.71 0.71 0.67 0.00 0.61 0.91 0.00 0.36 Avail Cap(c_a), veh/h 252 2291 1235 64 1935 1037 368 0 344 233 0 393 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 0.12 0.12 0.12 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 56.5 0.0 0.0 72.7 0.0 0.0 70.4 0.0 70.2 64.5 0.0 46.8 Incr Delay (d2), s/veh 4.1 0.6 1.3 4.5 0.1 0.3 9.1 0.0 7.7 34.4 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.3 0.2 0.4 0.7 0.0 0.1 2.3 0.0 1.9 10.1 0.0 4.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 60.6 0.6 1.3 77.2 0.1 0.3 79.6 0.0 77.9 98.9 0.0 47.3 LnGrp LOS EAAEAAEAEFAD Approach Vol, veh/h 3363 2129 102 348 Approach Delay, s/veh 4.2 0.8 78.8 78.1 Approach LOS AAEE Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.2 106.9 23.9 21.9 91.3 12.9 Change Period (Y+Rc), s * 4.2 6.0 * 4.7 * 4.2 * 6 6.0 Max Green Setting (Gmax), s * 5.4 73.2 * 20 * 21 * 58 31.0 Max Q Clear Time (g_c+I1), s 3.4 2.0 19.2 17.5 2.0 6.6 Green Ext Time (p_c), s 0.0 57.3 0.1 0.2 25.5 0.4 Intersection Summary HCM 6th Ctrl Delay 8.6 HCM 6th LOS A Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 4: Brandywine Ave & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 PM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 258 2396 303 205 1635 159 184 156 275 209 180 199 Future Volume (veh/h) 258 2396 303 205 1635 159 184 156 275 209 180 199 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 269 2496 316 214 1703 166 192 162 286 218 188 207 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, %222222222222 Cap, veh/h 272 1770 216 176 1685 523 218 465 551 241 490 415 Arrive On Green 0.20 0.51 0.51 0.10 0.33 0.33 0.12 0.25 0.25 0.14 0.26 0.26 Sat Flow, veh/h 1781 4609 564 1781 5106 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 269 1820 992 214 1703 166 192 162 286 218 188 207 Grp Sat Flow(s),veh/h/ln 1781 1702 1769 1781 1702 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 22.6 57.6 57.6 14.8 49.5 11.8 15.9 10.7 21.6 18.1 12.4 16.6 Cycle Q Clear(g_c), s 22.6 57.6 57.6 14.8 49.5 11.8 15.9 10.7 21.6 18.1 12.4 16.6 Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 272 1307 679 176 1685 523 218 465 551 241 490 415 V/C Ratio(X) 0.99 1.39 1.46 1.22 1.01 0.32 0.88 0.35 0.52 0.90 0.38 0.50 Avail Cap(c_a), veh/h 272 1307 679 176 1685 523 368 465 551 286 490 415 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.19 0.19 0.19 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.6 36.7 36.7 67.6 50.3 37.6 64.8 46.4 39.0 63.9 45.4 47.0 Incr Delay (d2), s/veh 21.1 177.6 208.8 135.6 23.6 1.4 12.6 2.1 3.5 27.1 2.3 4.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.1 52.8 60.7 13.2 23.9 4.8 8.0 5.3 9.0 10.0 6.1 7.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 80.8 214.3 245.5 203.2 73.9 39.1 77.3 48.4 42.5 90.9 47.7 51.2 LnGrp LOS FFFFFDEDDFDD Approach Vol, veh/h 3081 2083 640 613 Approach Delay, s/veh 212.7 84.4 54.4 64.3 Approach LOS F F D E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.0 63.8 22.5 44.7 27.1 55.7 24.5 42.7 Change Period (Y+Rc), s * 4.2 * 6.2 * 4.2 5.4 * 4.2 6.2 * 4.2 * 5.4 Max Green Setting (Gmax), s * 15 * 55 * 31 30.0 * 23 46.1 * 24 * 37 Max Q Clear Time (g_c+I1), s 16.8 59.6 17.9 18.6 24.6 51.5 20.1 23.6 Green Ext Time (p_c), s 0.0 0.0 0.4 1.4 0.0 0.0 0.2 1.6 Intersection Summary HCM 6th Ctrl Delay 141.1 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 5: Project Dwy (W) & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 PM Synchro 10 Report Page 5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2879 0 0 2000 0 0 Future Volume (veh/h) 2879 0 0 2000 0 0 Initial Q (Qb), veh 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 Work Zone On Approach No No Adj Sat Flow, veh/h/ln 1870 0 0 1870 Adj Flow Rate, veh/h 3129 0 0 2174 Peak Hour Factor 0.92 0.92 0.92 0.92 Percent Heavy Veh, %2002 Cap, veh/h 4085 0 0 4085 Arrive On Green 0.80 0.00 0.00 0.80 Sat Flow, veh/h 5443 0 0 5443 Grp Volume(v), veh/h 3129 0 0 2174 Grp Sat Flow(s),veh/h/ln 1702 0 0 1702 Q Serve(g_s), s 7.1 0.0 0.0 3.3 Cycle Q Clear(g_c), s 7.1 0.0 0.0 3.3 Prop In Lane 0.00 0.00 Lane Grp Cap(c), veh/h 4085 0 0 4085 V/C Ratio(X) 0.77 0.00 0.00 0.53 Avail Cap(c_a), veh/h 4085 0 0 4085 HCM Platoon Ratio 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 1.2 0.0 0.0 0.8 Incr Delay (d2), s/veh 1.4 0.0 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 2.6 0.0 0.0 1.3 LnGrp LOS AAAA Approach Vol, veh/h 3129 2174 Approach Delay, s/veh 2.6 1.3 Approach LOS A A Timer - Assigned Phs 4 8 Phs Duration (G+Y+Rc), s 22.5 22.5 Change Period (Y+Rc), s 4.5 4.5 Max Green Setting (Gmax), s 18.0 18.0 Max Q Clear Time (g_c+I1), s 9.1 5.3 Green Ext Time (p_c), s 8.6 10.1 Intersection Summary HCM 6th Ctrl Delay 2.1 HCM 6th LOS A HCM 6th Signalized Intersection Summary 6: Project Dwy (E) & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 PM Synchro 10 Report Page 6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2879 0 0 2000 0 0 Future Volume (veh/h) 2879 0 0 2000 0 0 Initial Q (Qb), veh 0000 Ped-Bike Adj(A_pbT) 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 Work Zone On Approach No No Adj Sat Flow, veh/h/ln 1870 0 0 1870 Adj Flow Rate, veh/h 3129 0 0 2174 Peak Hour Factor 0.92 0.92 0.92 0.92 Percent Heavy Veh, %2002 Cap, veh/h 4085 0 0 4085 Arrive On Green 0.80 0.00 0.00 0.80 Sat Flow, veh/h 5443 0 0 5443 Grp Volume(v), veh/h 3129 0 0 2174 Grp Sat Flow(s),veh/h/ln 1702 0 0 1702 Q Serve(g_s), s 7.1 0.0 0.0 3.3 Cycle Q Clear(g_c), s 7.1 0.0 0.0 3.3 Prop In Lane 0.00 0.00 Lane Grp Cap(c), veh/h 4085 0 0 4085 V/C Ratio(X) 0.77 0.00 0.00 0.53 Avail Cap(c_a), veh/h 4085 0 0 4085 HCM Platoon Ratio 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 1.2 0.0 0.0 0.8 Incr Delay (d2), s/veh 1.4 0.0 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 2.6 0.0 0.0 1.3 LnGrp LOS AAAA Approach Vol, veh/h 3129 2174 Approach Delay, s/veh 2.6 1.3 Approach LOS A A Timer - Assigned Phs 4 8 Phs Duration (G+Y+Rc), s 22.5 22.5 Change Period (Y+Rc), s 4.5 4.5 Max Green Setting (Gmax), s 18.0 18.0 Max Q Clear Time (g_c+I1), s 9.1 5.3 Green Ext Time (p_c), s 8.6 10.1 Intersection Summary HCM 6th Ctrl Delay 2.1 HCM 6th LOS A HCM 6th Signalized Intersection Summary 7: Heritage Rd & Olympic Pkwy 01/22/2021 03/05/2020 Year 2024 PM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 232 2376 241 99 1413 519 152 303 124 807 370 174 Future Volume (veh/h) 232 2376 241 99 1413 519 152 303 124 807 370 174 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 242 2475 251 103 1472 541 158 316 129 841 385 181 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 293 2486 772 111 2372 1296 211 848 263 449 439 372 Arrive On Green 0.08 0.49 0.49 0.06 0.46 0.46 0.06 0.17 0.17 0.13 0.23 0.23 Sat Flow, veh/h 3456 5106 1585 1781 5106 2790 3456 5106 1585 3456 1870 1585 Grp Volume(v), veh/h 242 2475 251 103 1472 541 158 316 129 841 385 181 Grp Sat Flow(s),veh/h/ln 1728 1702 1585 1781 1702 1395 1728 1702 1585 1728 1870 1585 Q Serve(g_s), s 9.0 62.7 12.5 7.5 28.2 16.7 5.8 7.2 9.6 16.9 25.8 12.8 Cycle Q Clear(g_c), s 9.0 62.7 12.5 7.5 28.2 16.7 5.8 7.2 9.6 16.9 25.8 12.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 293 2486 772 111 2372 1296 211 848 263 449 439 372 V/C Ratio(X) 0.83 1.00 0.33 0.93 0.62 0.42 0.75 0.37 0.49 1.87 0.88 0.49 Avail Cap(c_a), veh/h 308 2486 772 111 2372 1296 292 1532 476 449 642 544 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.75 0.75 0.75 0.83 0.83 0.83 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.6 33.2 20.3 60.7 26.2 23.1 60.0 48.2 49.2 56.6 47.9 42.9 Incr Delay (d2), s/veh 12.6 14.6 0.8 56.3 1.0 0.8 6.6 0.3 1.4 400.8 9.3 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 27.0 4.8 5.0 11.0 5.7 2.8 3.1 3.9 32.4 13.1 5.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 71.1 47.8 21.2 116.9 27.2 23.9 66.7 48.5 50.6 457.4 57.2 43.9 LnGrp LOS E D C F C C E D D F E D Approach Vol, veh/h 2968 2116 603 1407 Approach Delay, s/veh 47.5 30.7 53.7 294.7 Approach LOS D C D F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.3 69.3 12.2 36.2 15.2 66.4 21.1 27.3 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.7 * 4.2 6.0 * 4.2 * 5.7 Max Green Setting (Gmax), s * 8.1 46.2 * 11 44.6 * 12 42.7 * 17 * 39 Max Q Clear Time (g_c+I1), s 9.5 64.7 7.8 27.8 11.0 30.2 18.9 11.6 Green Ext Time (p_c), s 0.0 0.0 0.1 2.8 0.1 8.7 0.0 2.6 Intersection Summary HCM 6th Ctrl Delay 92.0 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 8: Santa Venetia St & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 PM Synchro 10 Report Page 8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2999 381 24 1966 157 48 Future Volume (veh/h) 2999 381 24 1966 157 48 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 3260 414 26 2137 171 52 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222 Cap, veh/h 3358 409 47 4109 268 123 Arrive On Green 0.73 0.73 0.03 0.80 0.08 0.08 Sat Flow, veh/h 4779 562 1781 5274 3456 1585 Grp Volume(v), veh/h 2371 1303 26 2137 171 52 Grp Sat Flow(s),veh/h/ln 1702 1769 1781 1702 1728 1585 Q Serve(g_s), s 56.2 65.5 1.3 12.6 4.3 2.8 Cycle Q Clear(g_c), s 56.2 65.5 1.3 12.6 4.3 2.8 Prop In Lane 0.32 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2479 1288 47 4109 268 123 V/C Ratio(X) 0.96 1.01 0.55 0.52 0.64 0.42 Avail Cap(c_a), veh/h 2479 1288 105 4109 691 317 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.36 0.36 1.00 1.00 Uniform Delay (d), s/veh 11.0 12.2 43.3 3.0 40.3 39.6 Incr Delay (d2), s/veh 1.3 10.5 3.6 0.2 2.5 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.3 18.1 0.6 1.4 1.9 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.3 22.8 46.8 3.1 42.8 41.9 LnGrp LOS B F D A D D Approach Vol, veh/h 3674 2163 223 Approach Delay, s/veh 16.0 3.6 42.6 Approach LOS B A D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.9 71.5 78.4 11.6 Change Period (Y+Rc), s 4.5 6.0 6.0 4.6 Max Green Setting (Gmax), s 5.3 51.6 61.4 18.0 Max Q Clear Time (g_c+I1), s 3.3 67.5 14.6 6.3 Green Ext Time (p_c), s 0.0 0.0 24.7 0.5 Intersection Summary HCM 6th Ctrl Delay 12.6 HCM 6th LOS B HCM 6th Signalized Intersection Summary 9: La Media Rd & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 PM Synchro 10 Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 255 1796 918 137 1172 124 748 850 83 175 1135 177 Future Volume (veh/h) 255 1796 918 137 1172 124 748 850 83 175 1135 177 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 274 1931 987 147 1260 133 804 914 89 188 1220 190 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, %222222222222 Cap, veh/h 323 1913 1045 151 1659 515 708 1984 616 233 1282 700 Arrive On Green 0.09 0.37 0.37 0.04 0.32 0.32 0.20 0.39 0.39 0.07 0.25 0.25 Sat Flow, veh/h 3456 5106 2790 3456 5106 1585 3456 5106 1585 3456 5106 2790 Grp Volume(v), veh/h 274 1931 987 147 1260 133 804 914 89 188 1220 190 Grp Sat Flow(s),veh/h/ln 1728 1702 1395 1728 1702 1585 1728 1702 1585 1728 1702 1395 Q Serve(g_s), s 12.5 59.9 54.8 6.8 35.4 9.9 32.8 21.3 5.8 8.6 37.6 8.8 Cycle Q Clear(g_c), s 12.5 59.9 54.8 6.8 35.4 9.9 32.8 21.3 5.8 8.6 37.6 8.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 323 1913 1045 151 1659 515 708 1984 616 233 1282 700 V/C Ratio(X) 0.85 1.01 0.94 0.97 0.76 0.26 1.13 0.46 0.14 0.81 0.95 0.27 Avail Cap(c_a), veh/h 449 1913 1045 151 1659 515 708 1984 616 320 1286 703 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 71.4 50.0 48.4 76.4 48.4 39.8 63.6 36.4 31.7 73.6 59.0 48.2 Incr Delay (d2), s/veh 1.1 8.7 2.4 64.6 3.3 1.2 77.5 0.2 0.1 10.2 15.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.5 26.0 19.4 4.3 15.1 4.1 22.1 9.0 0.0 4.2 18.0 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 72.5 58.7 50.8 141.0 51.7 41.0 141.1 36.6 31.8 83.7 74.0 48.4 LnGrp LOS E F D F D D F D C F E D Approach Vol, veh/h 3192 1540 1807 1598 Approach Delay, s/veh 57.5 59.3 82.8 72.1 Approach LOS E E F E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.2 65.9 37.0 45.9 19.2 58.0 15.0 67.9 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.7 * 4.2 6.0 * 4.2 5.7 Max Green Setting (Gmax), s * 7 59.8 * 33 40.3 * 21 46.0 * 15 58.3 Max Q Clear Time (g_c+I1), s 8.8 61.9 34.8 39.6 14.5 37.4 10.6 23.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.5 0.5 5.1 0.2 8.1 Intersection Summary HCM 6th Ctrl Delay 66.3 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-19-3199 Sunbow Planning Area 23 Amendment N:\3199\Text\Appendix\Appendix.3199.doc APPENDIX E PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS – NEAR-TERM + PROJECT HCM 6th Signalized Intersection Summary 1: I-805 SB On Ramp/I-805 SB Off Ramp & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 + P AM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 893 394 899 879 00008598404 Future Volume (veh/h) 0 893 394 899 879 00008598404 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 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 981 433 988 966 0 950 0 444 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %022220 222 Cap, veh/h 0 1141 509 1022 2303 0 995 0 443 Arrive On Green 0.00 0.32 0.32 0.49 1.00 0.00 0.28 0.00 0.28 Sat Flow, veh/h 0 3647 1585 3456 3647 0 3563 0 1585 Grp Volume(v), veh/h 0 981 433 988 966 0 950 0 444 Grp Sat Flow(s),veh/h/ln 0 1777 1585 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 38.8 38.3 41.5 0.0 0.0 39.3 0.0 41.9 Cycle Q Clear(g_c), s 0.0 38.8 38.3 41.5 0.0 0.0 39.3 0.0 41.9 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1141 509 1022 2303 0 995 0 443 V/C Ratio(X) 0.00 0.86 0.85 0.97 0.42 0.00 0.95 0.00 1.00 Avail Cap(c_a), veh/h 0 1141 509 1044 2303 0 995 0 443 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.09 0.09 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 47.8 47.6 37.3 0.0 0.0 53.1 0.0 54.0 Incr Delay (d2), s/veh 0.0 8.5 16.3 3.5 0.1 0.0 18.5 0.0 43.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 18.1 17.0 14.8 0.0 0.0 20.1 0.0 22.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 56.3 63.8 40.7 0.1 0.0 71.6 0.0 97.5 LnGrp LOS A E E D A A E A F Approach Vol, veh/h 1414 1954 1394 Approach Delay, s/veh 58.6 20.6 79.9 Approach LOS E C E Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 49.0 54.0 47.0 103.0 Change Period (Y+Rc), s * 4.7 * 5.8 5.1 5.8 Max Green Setting (Gmax), s * 45 * 48 41.9 97.2 Max Q Clear Time (g_c+I1), s 43.5 40.8 43.9 2.0 Green Ext Time (p_c), s 0.8 4.1 0.0 7.8 Intersection Summary HCM 6th Ctrl Delay 49.2 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 2: I-805 NB Off Ramp/I-805 NB On Ramp & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 + P AM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 496 1300 0 0 1612 1662 208 2 838 0 0 0 Future Volume (veh/h) 496 1300 0 0 1612 1662 208 2 838 0 0 0 Initial Q (Qb), veh 000000000 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 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 528 1383 0 0 1464 1935 148 0 971 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %220022222 Cap, veh/h 585 2153 0 0 758 1284 573 0 1019 Arrive On Green 0.34 1.00 0.00 0.00 0.41 0.41 0.32 0.00 0.32 Sat Flow, veh/h 3456 3647 0 0 1870 3170 1781 0 3170 Grp Volume(v), veh/h 528 1383 0 0 1464 1935 148 0 971 Grp Sat Flow(s),veh/h/ln 1728 1777 0 0 1870 1585 1781 0 1585 Q Serve(g_s), s 21.8 0.0 0.0 0.0 60.8 60.8 9.2 0.0 44.9 Cycle Q Clear(g_c), s 21.8 0.0 0.0 0.0 60.8 60.8 9.2 0.0 44.9 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 585 2153 0 0 758 1284 573 0 1019 V/C Ratio(X) 0.90 0.64 0.00 0.00 1.93 1.51 0.26 0.00 0.95 Avail Cap(c_a), veh/h 848 2153 0 0 758 1284 587 0 1044 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.29 0.29 0.00 0.00 0.09 0.09 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.4 0.0 0.0 0.0 44.6 44.6 37.7 0.0 49.8 Incr Delay (d2), s/veh 3.1 0.4 0.0 0.0 419.8 228.3 0.2 0.0 17.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.0 0.1 0.0 0.0 115.4 63.7 4.1 0.0 20.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 51.6 0.4 0.0 0.0 464.4 272.9 37.9 0.0 67.2 LnGrp LOS D A A A F F D A E Approach Vol, veh/h 1911 3399 1119 Approach Delay, s/veh 14.6 355.4 63.3 Approach LOS B F E Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 96.7 30.1 66.6 53.3 Change Period (Y+Rc), s 5.8 * 4.7 5.8 5.1 Max Green Setting (Gmax), s 89.7 * 37 48.2 49.4 Max Q Clear Time (g_c+I1), s 2.0 23.8 62.8 46.9 Green Ext Time (p_c), s 14.2 1.6 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 203.3 HCM 6th LOS F Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 3: Oleander Ave & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 + P AM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 1836 120 68 2767 152 185 17 63 98 29 136 Future Volume (veh/h) 70 1836 120 68 2767 152 185 17 63 98 29 136 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 1912 125 71 2882 158 193 18 66 102 30 142 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 88 2775 181 74 2772 149 228 45 165 143 42 241 Arrive On Green 0.05 0.57 0.57 0.04 0.56 0.56 0.13 0.13 0.13 0.10 0.10 0.10 Sat Flow, veh/h 1781 4898 319 1781 4959 267 1781 351 1287 1392 409 1585 Grp Volume(v), veh/h 73 1327 710 71 1962 1078 193 0 84 132 0 142 Grp Sat Flow(s),veh/h/ln 1781 1702 1813 1781 1702 1822 1781 0 1639 1801 0 1585 Q Serve(g_s), s 5.3 36.0 36.3 5.2 72.7 72.7 13.8 0.0 6.1 9.2 0.0 10.8 Cycle Q Clear(g_c), s 5.3 36.0 36.3 5.2 72.7 72.7 13.8 0.0 6.1 9.2 0.0 10.8 Prop In Lane 1.00 0.18 1.00 0.15 1.00 0.79 0.77 1.00 Lane Grp Cap(c), veh/h 88 1929 1027 74 1902 1018 228 0 210 185 0 241 V/C Ratio(X) 0.83 0.69 0.69 0.96 1.03 1.06 0.85 0.00 0.40 0.71 0.00 0.59 Avail Cap(c_a), veh/h 88 1929 1027 74 1902 1018 425 0 391 251 0 299 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.65 0.65 0.65 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 61.3 20.0 20.1 62.2 28.7 28.7 55.4 0.0 52.1 56.4 0.0 51.3 Incr Delay (d2), s/veh 33.8 1.3 2.5 22.0 16.5 28.9 8.3 0.0 1.2 5.9 0.0 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 13.5 14.8 2.7 31.1 36.8 6.7 0.0 2.6 4.5 0.0 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 95.0 21.3 22.6 84.2 45.2 57.6 63.7 0.0 53.3 62.4 0.0 53.6 LnGrp LOS F C C F F F E A D E A D Approach Vol, veh/h 2110 3111 277 274 Approach Delay, s/veh 24.3 50.4 60.6 57.8 Approach LOS C D E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.6 79.7 18.1 10.6 78.7 22.7 Change Period (Y+Rc), s * 4.2 6.0 * 4.7 * 4.2 * 6 6.0 Max Green Setting (Gmax), s * 5.4 54.6 * 18 * 6.4 * 54 31.0 Max Q Clear Time (g_c+I1), s 7.2 38.3 12.8 7.3 74.7 15.8 Green Ext Time (p_c), s 0.0 11.7 0.5 0.0 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 41.7 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 4: Brandywine Ave & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 + P AM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 197 1706 150 326 2630 352 234 132 203 174 160 221 Future Volume (veh/h) 197 1706 150 326 2630 352 234 132 203 174 160 221 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 207 1796 158 343 2768 371 246 139 214 183 168 233 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 176 1583 139 292 2025 629 271 478 665 207 410 347 Arrive On Green 0.10 0.33 0.33 0.22 0.53 0.53 0.15 0.26 0.26 0.12 0.22 0.22 Sat Flow, veh/h 1781 4780 419 1781 5106 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 207 1277 677 343 2768 371 246 139 214 183 168 233 Grp Sat Flow(s),veh/h/ln 1781 1702 1795 1781 1702 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 14.8 49.7 49.7 24.6 59.5 24.1 20.4 9.0 13.6 15.2 11.6 20.2 Cycle Q Clear(g_c), s 14.8 49.7 49.7 24.6 59.5 24.1 20.4 9.0 13.6 15.2 11.6 20.2 Prop In Lane 1.00 0.23 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 176 1128 595 292 2025 629 271 478 665 207 410 347 V/C Ratio(X) 1.18 1.13 1.14 1.17 1.37 0.59 0.91 0.29 0.32 0.89 0.41 0.67 Avail Cap(c_a), veh/h 176 1128 595 292 2025 629 368 478 665 274 410 347 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.37 0.37 0.37 0.49 0.49 0.49 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.6 50.2 50.2 58.6 35.4 27.1 62.5 44.9 29.2 65.3 50.2 53.6 Incr Delay (d2), s/veh 100.1 64.4 70.3 95.1 166.7 2.0 20.8 1.5 1.3 22.4 3.0 9.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.5 30.4 33.0 18.0 52.2 8.9 10.8 4.4 5.5 8.2 5.8 9.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 167.7 114.6 120.4 153.8 202.1 29.1 83.3 46.5 30.5 87.7 53.3 63.5 LnGrp LOS FFFFFCFDCFDE Approach Vol, veh/h 2161 3482 599 584 Approach Delay, s/veh 121.5 178.9 55.9 68.1 Approach LOS F F E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 28.8 55.9 27.0 38.3 19.0 65.7 21.6 43.7 Change Period (Y+Rc), s * 4.2 * 6.2 * 4.2 5.4 * 4.2 6.2 * 4.2 * 5.4 Max Green Setting (Gmax), s * 25 * 45 * 31 30.0 * 15 54.2 * 23 * 38 Max Q Clear Time (g_c+I1), s 26.6 51.7 22.4 22.2 16.8 61.5 17.2 15.6 Green Ext Time (p_c), s 0.0 0.0 0.5 1.1 0.0 0.0 0.2 1.5 Intersection Summary HCM 6th Ctrl Delay 140.5 HCM 6th LOS F Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 5: Project Dwy (W) & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 + P AM Synchro 10 Report Page 5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2037 46 9 3124 185 37 Future Volume (veh/h) 2037 46 9 3124 185 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 2214 50 10 3396 201 40 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222 Cap, veh/h 3764 1168 20 3975 558 256 Arrive On Green 1.00 1.00 0.01 0.78 0.16 0.16 Sat Flow, veh/h 5274 1585 1781 5274 3456 1585 Grp Volume(v), veh/h 2214 50 10 3396 201 40 Grp Sat Flow(s),veh/h/ln 1702 1585 1781 1702 1728 1585 Q Serve(g_s), s 0.0 0.0 0.8 66.0 7.8 3.3 Cycle Q Clear(g_c), s 0.0 0.0 0.8 66.0 7.8 3.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 3764 1168 20 3975 558 256 V/C Ratio(X) 0.59 0.04 0.49 0.85 0.36 0.16 Avail Cap(c_a), veh/h 3813 1184 59 4136 558 256 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.50 0.50 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 73.7 11.0 56.0 54.1 Incr Delay (d2), s/veh 0.0 0.0 9.0 0.9 1.8 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.4 18.8 3.6 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 82.8 11.9 57.8 55.4 LnGrp LOS A A F B E E Approach Vol, veh/h 2264 3406 241 Approach Delay, s/veh 0.0 12.1 57.4 Approach LOS A B E Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 28.7 6.2 115.1 121.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 5.0 112.0 121.5 Max Q Clear Time (g_c+I1), s 9.8 2.8 2.0 68.0 Green Ext Time (p_c), s 0.5 0.0 36.6 48.8 Intersection Summary HCM 6th Ctrl Delay 9.3 HCM 6th LOS A HCM 6th Signalized Intersection Summary 6: Project Dwy (E) & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 + P AM Synchro 10 Report Page 6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2051 23 14 3041 92 55 Future Volume (veh/h) 2051 23 14 3041 92 55 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 2229 25 15 3305 100 60 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222 Cap, veh/h 3654 1134 28 3887 618 283 Arrive On Green 0.72 0.72 0.02 0.76 0.18 0.18 Sat Flow, veh/h 5274 1585 1781 5274 3456 1585 Grp Volume(v), veh/h 2229 25 15 3305 100 60 Grp Sat Flow(s),veh/h/ln 1702 1585 1781 1702 1728 1585 Q Serve(g_s), s 33.0 0.7 1.3 65.7 3.7 4.8 Cycle Q Clear(g_c), s 33.0 0.7 1.3 65.7 3.7 4.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 3654 1134 28 3887 618 283 V/C Ratio(X) 0.61 0.02 0.54 0.85 0.16 0.21 Avail Cap(c_a), veh/h 3659 1136 89 4068 618 283 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.82 0.82 0.09 0.09 1.00 1.00 Uniform Delay (d), s/veh 10.8 6.2 73.3 12.1 52.1 52.6 Incr Delay (d2), s/veh 0.2 0.0 1.5 0.2 0.6 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.7 0.2 0.6 19.4 1.7 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 11.0 6.2 74.8 12.3 52.6 54.3 LnGrp LOS BAEBDD Approach Vol, veh/h 2254 3320 160 Approach Delay, s/veh 11.0 12.6 53.2 Approach LOS B B D Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 31.3 6.8 111.9 118.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.5 7.5 107.5 119.5 Max Q Clear Time (g_c+I1), s 6.8 3.3 35.0 67.7 Green Ext Time (p_c), s 0.4 0.0 32.6 46.4 Intersection Summary HCM 6th Ctrl Delay 13.1 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. HCM 6th Signalized Intersection Summary 7: Heritage Rd & Olympic Pkwy 01/22/2021 03/05/2020 Year 2024 + P AM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 218 1742 154 91 1987 757 301 398 108 683 367 279 Future Volume (veh/h) 218 1742 154 91 1987 757 301 398 108 683 367 279 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 237 1893 167 99 2160 823 327 433 117 742 399 303 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, %222222222222 Cap, veh/h 217 2265 703 112 2265 1237 384 988 307 541 447 379 Arrive On Green 0.06 0.44 0.44 0.06 0.44 0.44 0.11 0.19 0.19 0.16 0.24 0.24 Sat Flow, veh/h 3456 5106 1585 1781 5106 2790 3456 5106 1585 3456 1870 1585 Grp Volume(v), veh/h 237 1893 167 99 2160 823 327 433 117 742 399 303 Grp Sat Flow(s),veh/h/ln 1728 1702 1585 1781 1702 1395 1728 1702 1585 1728 1870 1585 Q Serve(g_s), s 8.8 45.9 9.2 7.7 57.1 32.6 13.0 10.5 9.0 21.9 28.9 25.2 Cycle Q Clear(g_c), s 8.8 45.9 9.2 7.7 57.1 32.6 13.0 10.5 9.0 21.9 28.9 25.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 217 2265 703 112 2265 1237 384 988 307 541 447 379 V/C Ratio(X) 1.09 0.84 0.24 0.88 0.95 0.67 0.85 0.44 0.38 1.37 0.89 0.80 Avail Cap(c_a), veh/h 217 2265 703 112 2265 1237 499 1422 442 541 540 457 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.80 0.80 0.80 0.48 0.48 0.48 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.6 34.4 24.2 65.1 37.6 30.7 61.1 49.7 49.2 59.1 51.5 50.1 Incr Delay (d2), s/veh 81.1 3.1 0.6 30.4 6.1 1.4 10.7 0.3 0.8 179.2 15.1 8.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.2 18.5 3.6 4.4 23.6 11.2 6.3 4.5 3.7 23.0 15.4 10.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 146.7 37.5 24.9 95.5 43.6 32.1 71.8 50.0 49.9 238.2 66.7 58.3 LnGrp LOS F D C F D C E D D F E E Approach Vol, veh/h 2297 3082 877 1444 Approach Delay, s/veh 47.9 42.2 58.1 153.1 Approach LOS D D E F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.0 68.1 19.8 39.1 13.0 68.1 26.1 32.8 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.7 * 4.2 6.0 * 4.2 * 5.7 Max Green Setting (Gmax), s * 8.8 50.5 * 20 40.4 * 8.8 50.5 * 22 * 39 Max Q Clear Time (g_c+I1), s 9.7 47.9 15.0 30.9 10.8 59.1 23.9 12.5 Green Ext Time (p_c), s 0.0 2.3 0.5 2.6 0.0 0.0 0.0 3.5 Intersection Summary HCM 6th Ctrl Delay 66.5 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 8: Santa Venetia St & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 + P AM Synchro 10 Report Page 8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1960 428 123 2592 397 102 Future Volume (veh/h) 1960 428 123 2592 397 102 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 2130 465 134 2817 432 111 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222 Cap, veh/h 2292 480 168 3554 562 258 Arrive On Green 0.54 0.54 0.09 0.70 0.16 0.16 Sat Flow, veh/h 4398 885 1781 5274 3456 1585 Grp Volume(v), veh/h 1696 899 134 2817 432 111 Grp Sat Flow(s),veh/h/ln 1702 1711 1781 1702 1728 1585 Q Serve(g_s), s 34.1 38.0 5.5 28.1 9.0 4.7 Cycle Q Clear(g_c), s 34.1 38.0 5.5 28.1 9.0 4.7 Prop In Lane 0.52 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1845 927 168 3554 562 258 V/C Ratio(X) 0.92 0.97 0.80 0.79 0.77 0.43 Avail Cap(c_a), veh/h 1845 927 178 3554 829 380 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 0.09 1.00 1.00 Uniform Delay (d), s/veh 15.7 16.6 33.3 7.7 30.1 28.3 Incr Delay (d2), s/veh 1.0 4.2 2.3 0.2 2.6 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.0 12.0 2.3 5.4 3.8 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.7 20.8 35.6 7.9 32.6 29.4 LnGrp LOS B C D A C C Approach Vol, veh/h 2595 2951 543 Approach Delay, s/veh 18.1 9.2 32.0 Approach LOS B A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 11.6 46.6 58.2 16.8 Change Period (Y+Rc), s 4.5 6.0 6.0 4.6 Max Green Setting (Gmax), s 7.5 34.4 46.4 18.0 Max Q Clear Time (g_c+I1), s 7.5 40.0 30.1 11.0 Green Ext Time (p_c), s 0.0 0.0 14.8 1.2 Intersection Summary HCM 6th Ctrl Delay 15.0 HCM 6th LOS B HCM 6th Signalized Intersection Summary 9: La Media Rd & Olympic Pkwy 03/09/2020 03/05/2020 Year 2024 + P AM Synchro 10 Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 326 904 689 169 1376 102 1116 1303 210 117 1008 208 Future Volume (veh/h) 326 904 689 169 1376 102 1116 1303 210 117 1008 208 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 351 972 741 182 1480 110 1200 1401 226 126 1084 224 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, %222222222222 Cap, veh/h 394 1617 883 225 1367 424 838 2265 703 169 1277 697 Arrive On Green 0.11 0.32 0.32 0.07 0.27 0.27 0.24 0.44 0.44 0.05 0.25 0.25 Sat Flow, veh/h 3456 5106 2790 3456 5106 1585 3456 5106 1585 3456 5106 2790 Grp Volume(v), veh/h 351 972 741 182 1480 110 1200 1401 226 126 1084 224 Grp Sat Flow(s),veh/h/ln 1728 1702 1395 1728 1702 1585 1728 1702 1585 1728 1702 1395 Q Serve(g_s), s 16.0 25.7 39.5 8.3 42.8 8.7 38.8 33.7 14.8 5.8 32.3 10.5 Cycle Q Clear(g_c), s 16.0 25.7 39.5 8.3 42.8 8.7 38.8 33.7 14.8 5.8 32.3 10.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 394 1617 883 225 1367 424 838 2265 703 169 1277 697 V/C Ratio(X) 0.89 0.60 0.84 0.81 1.08 0.26 1.43 0.62 0.32 0.75 0.85 0.32 Avail Cap(c_a), veh/h 428 1617 883 274 1367 424 838 2265 703 233 1277 697 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 69.9 46.1 50.9 73.8 58.6 46.1 60.6 34.1 28.9 75.1 57.1 48.9 Incr Delay (d2), s/veh 2.3 0.2 0.9 13.7 50.0 1.5 201.3 1.3 1.2 8.1 7.2 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.1 10.7 14.0 4.1 24.2 3.7 40.4 14.3 6.0 2.8 14.8 3.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 72.2 46.3 51.8 87.5 108.5 47.6 261.9 35.4 30.1 83.3 64.3 50.1 LnGrp LOS E D D F F D F D C F E D Approach Vol, veh/h 2064 1772 2827 1434 Approach Delay, s/veh 52.7 102.6 131.1 63.8 Approach LOS D F F E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.6 56.7 43.0 45.7 22.5 48.8 12.0 76.7 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.7 * 4.2 6.0 * 4.2 5.7 Max Green Setting (Gmax), s * 13 48.4 * 39 40.0 * 20 41.3 * 11 68.0 Max Q Clear Time (g_c+I1), s 10.3 41.5 40.8 34.3 18.0 44.8 7.8 35.7 Green Ext Time (p_c), s 0.1 4.6 0.0 3.7 0.2 0.0 0.1 14.5 Intersection Summary HCM 6th Ctrl Delay 92.9 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 1: I-805 SB On Ramp/I-805 SB Off Ramp & Olympic Pkwy 03/09/2020 03/05/2020 2024 + P PM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 970 383 696 845 00001731 2 824 Future Volume (veh/h) 0 970 383 696 845 00001731 2 824 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 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 990 391 710 862 0 1767 0 841 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %022220 222 Cap, veh/h 0 1085 484 514 1725 0 1898 0 844 Arrive On Green 0.00 0.31 0.31 0.05 0.16 0.00 0.53 0.00 0.53 Sat Flow, veh/h 0 3647 1585 3456 3647 0 3563 0 1585 Grp Volume(v), veh/h 0 990 391 710 862 0 1767 0 841 Grp Sat Flow(s),veh/h/ln 0 1777 1585 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 40.2 34.1 22.3 33.2 0.0 69.0 0.0 79.2 Cycle Q Clear(g_c), s 0.0 40.2 34.1 22.3 33.2 0.0 69.0 0.0 79.2 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1085 484 514 1725 0 1898 0 844 V/C Ratio(X) 0.00 0.91 0.81 1.38 0.50 0.00 0.93 0.00 1.00 Avail Cap(c_a), veh/h 0 1085 484 514 1725 0 1898 0 844 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.09 0.09 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 50.2 48.0 71.3 46.4 0.0 32.5 0.0 34.9 Incr Delay (d2), s/veh 0.0 13.0 13.5 173.0 0.1 0.0 8.9 0.0 30.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 19.4 15.0 22.7 15.9 0.0 31.4 0.0 36.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 63.2 61.6 244.4 46.5 0.0 41.4 0.0 64.8 LnGrp LOS A E E F D A D A E Approach Vol, veh/h 1381 1572 2608 Approach Delay, s/veh 62.7 135.8 49.0 Approach LOS E F D Timer - Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 27.0 52.0 85.0 79.0 Change Period (Y+Rc), s * 4.7 * 5.8 5.1 5.8 Max Green Setting (Gmax), s * 22 * 33 79.9 59.2 Max Q Clear Time (g_c+I1), s 24.3 42.2 81.2 35.2 Green Ext Time (p_c), s 0.0 0.0 0.0 5.8 Intersection Summary HCM 6th Ctrl Delay 76.9 HCM 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. HCM 6th Signalized Intersection Summary 2: I-805 NB Off Ramp/I-805 NB On Ramp & Olympic Pkwy 03/09/2020 03/05/2020 2024 + P PM Synchro 10 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 389 2381 0 0 1213 947 350 3 979 0 0 0 Future Volume (veh/h) 389 2381 0 0 1213 947 350 3 979 0 0 0 Initial Q (Qb), veh 000000000 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 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 401 2455 0 0 1601 742 242 0 1139 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %220022222 Cap, veh/h 467 2125 0 0 1614 684 587 0 1044 Arrive On Green 0.14 0.60 0.00 0.00 0.43 0.43 0.33 0.00 0.33 Sat Flow, veh/h 3456 3647 0 0 3741 1585 1781 0 3170 Grp Volume(v), veh/h 401 2455 0 0 1601 742 242 0 1139 Grp Sat Flow(s),veh/h/ln 1728 1777 0 0 1870 1585 1781 0 1585 Q Serve(g_s), s 17.0 89.7 0.0 0.0 63.8 64.7 15.8 0.0 49.4 Cycle Q Clear(g_c), s 17.0 89.7 0.0 0.0 63.8 64.7 15.8 0.0 49.4 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 467 2125 0 0 1614 684 587 0 1044 V/C Ratio(X) 0.86 1.16 0.00 0.00 0.99 1.09 0.41 0.00 1.09 Avail Cap(c_a), veh/h 848 2125 0 0 1614 684 587 0 1044 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.00 0.00 0.47 0.47 1.00 0.00 1.00 Uniform Delay (d), s/veh 63.4 30.2 0.0 0.0 42.4 42.6 39.0 0.0 50.3 Incr Delay (d2), s/veh 0.4 70.4 0.0 0.0 13.6 50.3 0.5 0.0 56.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.4 55.7 0.0 0.0 31.2 33.8 7.1 0.0 27.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 63.9 100.6 0.0 0.0 56.0 93.0 39.5 0.0 106.3 LnGrp LOS E F A A E F D A F Approach Vol, veh/h 2856 2343 1381 Approach Delay, s/veh 95.4 67.7 94.6 Approach LOS F E F Timer - Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 95.5 25.0 70.5 54.5 Change Period (Y+Rc), s 5.8 * 4.7 5.8 5.1 Max Green Setting (Gmax), s 89.7 * 37 48.2 49.4 Max Q Clear Time (g_c+I1), s 91.7 19.0 66.7 51.4 Green Ext Time (p_c), s 0.0 1.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 85.4 HCM 6th LOS F Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 3: Oleander Ave & Olympic Pkwy 03/09/2020 03/05/2020 2024 + P PM Synchro 10 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 179 3072 113 25 1972 109 52 14 50 187 28 132 Future Volume (veh/h) 179 3072 113 25 1972 109 52 14 50 187 28 132 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 190 3268 120 27 2098 116 55 15 53 199 30 140 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Cap, veh/h 210 3311 120 34 2753 151 101 21 73 202 31 393 Arrive On Green 0.24 1.00 1.00 0.04 1.00 1.00 0.06 0.06 0.06 0.13 0.13 0.13 Sat Flow, veh/h 1781 5058 184 1781 4953 273 1781 362 1278 1558 235 1585 Grp Volume(v), veh/h 190 2187 1201 27 1439 775 55 0 68 229 0 140 Grp Sat Flow(s),veh/h/ln 1781 1702 1837 1781 1702 1821 1781 0 1640 1792 0 1585 Q Serve(g_s), s 15.5 0.0 0.1 2.3 0.0 0.0 4.5 0.0 6.1 19.1 0.0 10.9 Cycle Q Clear(g_c), s 15.5 0.0 0.1 2.3 0.0 0.0 4.5 0.0 6.1 19.1 0.0 10.9 Prop In Lane 1.00 0.10 1.00 0.15 1.00 0.78 0.87 1.00 Lane Grp Cap(c), veh/h 210 2228 1203 34 1892 1012 101 0 93 233 0 393 V/C Ratio(X) 0.90 0.98 1.00 0.79 0.76 0.77 0.54 0.00 0.73 0.98 0.00 0.36 Avail Cap(c_a), veh/h 252 2228 1203 64 1892 1012 368 0 339 233 0 393 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 0.46 0.46 0.46 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 56.5 0.0 0.0 71.8 0.0 0.0 68.8 0.0 69.6 65.1 0.0 46.5 Incr Delay (d2), s/veh 4.1 2.9 7.6 16.8 0.9 1.7 4.4 0.0 10.3 53.9 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.3 0.9 2.5 1.2 0.2 0.5 2.2 0.0 2.8 12.2 0.0 4.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 60.6 2.9 7.6 88.6 0.9 1.7 73.3 0.0 79.9 119.0 0.0 47.1 LnGrp LOS E A A F AAEAEFAD Approach Vol, veh/h 3578 2241 123 369 Approach Delay, s/veh 7.5 2.2 76.9 91.7 Approach LOS A A E F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.1 104.2 24.2 21.9 89.4 14.5 Change Period (Y+Rc), s * 4.2 6.0 * 4.7 * 4.2 * 6 6.0 Max Green Setting (Gmax), s * 5.4 73.2 * 20 * 21 * 58 31.0 Max Q Clear Time (g_c+I1), s 4.3 2.1 21.1 17.5 2.0 8.1 Green Ext Time (p_c), s 0.0 61.4 0.0 0.2 27.8 0.5 Intersection Summary HCM 6th Ctrl Delay 11.9 HCM 6th LOS B Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 4: Brandywine Ave & Olympic Pkwy 03/09/2020 03/05/2020 2024 + P PM Synchro 10 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 258 2638 303 214 1739 176 184 156 296 249 180 199 Future Volume (veh/h) 258 2638 303 214 1739 176 184 156 296 249 180 199 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 269 2748 316 223 1811 183 192 162 308 259 188 207 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, %222222222222 Cap, veh/h 276 2225 247 164 2115 657 209 360 451 188 337 286 Arrive On Green 0.21 0.63 0.63 0.18 0.83 0.83 0.12 0.19 0.19 0.11 0.18 0.18 Sat Flow, veh/h 1781 4664 517 1781 5106 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 269 1977 1087 223 1811 183 192 162 308 259 188 207 Grp Sat Flow(s),veh/h/ln 1781 1702 1777 1781 1702 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 22.5 71.5 71.5 13.8 31.4 3.9 16.0 11.5 25.9 15.8 13.7 18.5 Cycle Q Clear(g_c), s 22.5 71.5 71.5 13.8 31.4 3.9 16.0 11.5 25.9 15.8 13.7 18.5 Prop In Lane 1.00 0.29 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 276 1624 848 164 2115 657 209 360 451 188 337 286 V/C Ratio(X) 0.98 1.22 1.28 1.36 0.86 0.28 0.92 0.45 0.68 1.38 0.56 0.72 Avail Cap(c_a), veh/h 276 1624 848 164 2115 657 209 411 495 188 384 325 HCM Platoon Ratio 1.33 1.33 1.33 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 0.84 0.84 0.84 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.3 27.4 27.4 61.2 10.2 7.9 65.5 53.6 47.7 67.1 56.0 58.0 Incr Delay (d2), s/veh 11.3 98.6 127.6 191.8 4.0 0.9 40.4 0.9 3.4 200.8 1.4 6.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.3 44.9 53.7 14.2 4.8 1.4 9.6 5.5 10.7 17.7 6.7 8.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 70.6 126.1 155.1 253.0 14.2 8.7 105.8 54.4 51.1 267.9 57.5 64.7 LnGrp LOS E F F F B A F D D F E E Approach Vol, veh/h 3333 2217 662 654 Approach Delay, s/veh 131.0 37.8 67.8 143.1 Approach LOS F D E F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.0 77.7 21.8 32.5 27.4 68.3 20.0 34.3 Change Period (Y+Rc), s * 4.2 * 6.2 * 4.2 5.4 * 4.2 6.2 * 4.2 * 5.4 Max Green Setting (Gmax), s * 14 * 69 * 18 30.8 * 23 58.4 * 16 * 33 Max Q Clear Time (g_c+I1), s 15.8 73.5 18.0 20.5 24.5 33.4 17.8 27.9 Green Ext Time (p_c), s 0.0 0.0 0.0 1.3 0.0 14.8 0.0 1.0 Intersection Summary HCM 6th Ctrl Delay 96.0 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 5: Project Dwy (W) & Olympic Pkwy 03/09/2020 03/05/2020 2024 + P PM Synchro 10 Report Page 5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2980 202 40 2043 87 17 Future Volume (veh/h) 2980 202 40 2043 87 17 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 3239 220 43 2221 95 18 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222 Cap, veh/h 3804 1181 55 4116 462 212 Arrive On Green 0.50 0.50 0.03 0.81 0.13 0.13 Sat Flow, veh/h 5274 1585 1781 5274 3456 1585 Grp Volume(v), veh/h 3239 220 43 2221 95 18 Grp Sat Flow(s),veh/h/ln 1702 1585 1781 1702 1728 1585 Q Serve(g_s), s 82.9 11.5 3.6 22.4 3.7 1.5 Cycle Q Clear(g_c), s 82.9 11.5 3.6 22.4 3.7 1.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 3804 1181 55 4116 462 212 V/C Ratio(X) 0.85 0.19 0.78 0.54 0.21 0.08 Avail Cap(c_a), veh/h 3864 1199 59 4187 462 212 HCM Platoon Ratio 0.67 0.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.84 0.84 1.00 1.00 Uniform Delay (d), s/veh 30.3 12.5 72.2 5.0 57.9 56.9 Incr Delay (d2), s/veh 0.2 0.0 38.9 0.1 1.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 34.5 4.1 2.2 5.7 1.7 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.5 12.5 111.0 5.1 58.9 57.7 LnGrp LOS C B F A E E Approach Vol, veh/h 3459 2264 113 Approach Delay, s/veh 29.4 7.1 58.7 Approach LOS C A E Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 24.6 9.2 116.3 125.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 5.0 113.5 123.0 Max Q Clear Time (g_c+I1), s 5.7 5.6 84.9 24.4 Green Ext Time (p_c), s 0.2 0.0 26.9 35.2 Intersection Summary HCM 6th Ctrl Delay 21.3 HCM 6th LOS C HCM 6th Signalized Intersection Summary 6: Project Dwy (E) & Olympic Pkwy 03/09/2020 03/05/2020 2024 + P PM Synchro 10 Report Page 6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2896 101 60 2040 43 26 Future Volume (veh/h) 2896 101 60 2040 43 26 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 3148 110 65 2217 47 28 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222 Cap, veh/h 3690 1146 59 4014 532 244 Arrive On Green 0.72 0.72 0.03 0.79 0.15 0.15 Sat Flow, veh/h 5274 1585 1781 5274 3456 1585 Grp Volume(v), veh/h 3148 110 65 2217 47 28 Grp Sat Flow(s),veh/h/ln 1702 1585 1781 1702 1728 1585 Q Serve(g_s), s 66.9 3.1 5.0 24.6 1.7 2.3 Cycle Q Clear(g_c), s 66.9 3.1 5.0 24.6 1.7 2.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 3690 1146 59 4014 532 244 V/C Ratio(X) 0.85 0.10 1.09 0.55 0.09 0.11 Avail Cap(c_a), veh/h 3864 1199 59 4187 532 244 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.43 0.43 0.63 0.63 1.00 1.00 Uniform Delay (d), s/veh 15.0 6.2 72.5 6.1 54.4 54.7 Incr Delay (d2), s/veh 0.9 0.0 120.6 0.1 0.3 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 21.5 0.9 4.2 6.7 0.8 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.9 6.2 193.1 6.2 54.8 55.6 LnGrp LOS B A F A D E Approach Vol, veh/h 3258 2282 75 Approach Delay, s/veh 15.6 11.5 55.1 Approach LOS B B E Timer - Assigned Phs 2 3 4 8 Phs Duration (G+Y+Rc), s 27.6 9.5 112.9 122.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.0 5.0 113.5 123.0 Max Q Clear Time (g_c+I1), s 4.3 7.0 68.9 26.6 Green Ext Time (p_c), s 0.1 0.0 39.6 34.9 Intersection Summary HCM 6th Ctrl Delay 14.4 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. HCM 6th Signalized Intersection Summary 7: Heritage Rd & Olympic Pkwy 01/22/2021 03/05/2020 2024 + P PM Synchro 10 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 242 2404 246 99 1477 519 164 303 124 807 370 198 Future Volume (veh/h) 242 2404 246 99 1477 519 164 303 124 807 370 198 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 252 2504 256 103 1539 541 171 316 129 841 385 206 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 302 2464 765 111 2337 1277 224 870 270 449 441 373 Arrive On Green 0.09 0.48 0.48 0.06 0.46 0.46 0.06 0.17 0.17 0.13 0.24 0.24 Sat Flow, veh/h 3456 5106 1585 1781 5106 2790 3456 5106 1585 3456 1870 1585 Grp Volume(v), veh/h 252 2504 256 103 1539 541 171 316 129 841 385 206 Grp Sat Flow(s),veh/h/ln 1728 1702 1585 1781 1702 1395 1728 1702 1585 1728 1870 1585 Q Serve(g_s), s 9.3 62.7 13.0 7.5 30.4 17.0 6.3 7.1 9.6 16.9 25.8 14.8 Cycle Q Clear(g_c), s 9.3 62.7 13.0 7.5 30.4 17.0 6.3 7.1 9.6 16.9 25.8 14.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 302 2464 765 111 2337 1277 224 870 270 449 441 373 V/C Ratio(X) 0.83 1.02 0.33 0.93 0.66 0.42 0.76 0.36 0.48 1.87 0.87 0.55 Avail Cap(c_a), veh/h 308 2464 765 111 2337 1277 292 1532 476 449 642 544 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.48 0.48 0.48 0.81 0.81 0.81 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.4 33.6 20.7 60.7 27.4 23.7 59.8 47.7 48.7 56.6 47.8 43.7 Incr Delay (d2), s/veh 9.2 16.8 0.6 55.4 1.2 0.8 8.3 0.3 1.3 400.8 9.1 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 27.5 4.9 5.0 11.9 5.7 3.0 3.1 3.9 32.4 13.1 6.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 67.6 50.4 21.3 116.1 28.6 24.6 68.1 47.9 50.0 457.4 56.9 44.9 LnGrp LOS E F C F C C E D D F E D Approach Vol, veh/h 3012 2183 616 1432 Approach Delay, s/veh 49.4 31.7 54.0 290.4 Approach LOS D C D F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.3 68.7 12.6 36.3 15.6 65.5 21.1 27.9 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.7 * 4.2 6.0 * 4.2 * 5.7 Max Green Setting (Gmax), s * 8.1 46.2 * 11 44.6 * 12 42.7 * 17 * 39 Max Q Clear Time (g_c+I1), s 9.5 64.7 8.3 27.8 11.3 32.4 18.9 11.6 Green Ext Time (p_c), s 0.0 0.0 0.1 2.9 0.0 7.6 0.0 2.6 Intersection Summary HCM 6th Ctrl Delay 92.1 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 8: Santa Venetia St & Olympic Pkwy 03/09/2020 03/05/2020 2024 + P PM Synchro 10 Report Page 8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 3027 381 24 2030 157 48 Future Volume (veh/h) 3027 381 24 2030 157 48 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 3290 414 26 2207 171 52 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222 Cap, veh/h 3361 406 47 4109 268 123 Arrive On Green 0.73 0.73 0.03 0.80 0.08 0.08 Sat Flow, veh/h 4784 558 1781 5274 3456 1585 Grp Volume(v), veh/h 2391 1313 26 2207 171 52 Grp Sat Flow(s),veh/h/ln 1702 1770 1781 1702 1728 1585 Q Serve(g_s), s 57.7 65.5 1.3 13.4 4.3 2.8 Cycle Q Clear(g_c), s 57.7 65.5 1.3 13.4 4.3 2.8 Prop In Lane 0.32 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2479 1289 47 4109 268 123 V/C Ratio(X) 0.96 1.02 0.55 0.54 0.64 0.42 Avail Cap(c_a), veh/h 2479 1289 105 4109 691 317 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.32 0.32 1.00 1.00 Uniform Delay (d), s/veh 11.2 12.2 43.3 3.0 40.3 39.6 Incr Delay (d2), s/veh 1.6 13.0 3.2 0.2 2.5 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.7 19.0 0.6 1.5 1.9 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.8 25.3 46.4 3.2 42.8 41.9 LnGrp LOS B F D A D D Approach Vol, veh/h 3704 2233 223 Approach Delay, s/veh 17.2 3.7 42.6 Approach LOS B A D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.9 71.5 78.4 11.6 Change Period (Y+Rc), s 4.5 6.0 6.0 4.6 Max Green Setting (Gmax), s 5.3 51.6 61.4 18.0 Max Q Clear Time (g_c+I1), s 3.3 67.5 15.4 6.3 Green Ext Time (p_c), s 0.0 0.0 25.8 0.5 Intersection Summary HCM 6th Ctrl Delay 13.2 HCM 6th LOS B HCM 6th Signalized Intersection Summary 9: La Media Rd & Olympic Pkwy 03/09/2020 03/05/2020 2024 + P PM Synchro 10 Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 262 1815 920 137 1216 124 752 850 83 175 1135 193 Future Volume (veh/h) 262 1815 920 137 1216 124 752 850 83 175 1135 193 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 282 1952 989 147 1308 133 809 914 89 188 1220 208 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, %222222222222 Cap, veh/h 331 1913 1045 151 1647 511 708 1984 616 233 1282 700 Arrive On Green 0.10 0.37 0.37 0.04 0.32 0.32 0.20 0.39 0.39 0.07 0.25 0.25 Sat Flow, veh/h 3456 5106 2790 3456 5106 1585 3456 5106 1585 3456 5106 2790 Grp Volume(v), veh/h 282 1952 989 147 1308 133 809 914 89 188 1220 208 Grp Sat Flow(s),veh/h/ln 1728 1702 1395 1728 1702 1585 1728 1702 1585 1728 1702 1395 Q Serve(g_s), s 12.9 59.9 55.0 6.8 37.3 9.9 32.8 21.3 5.8 8.6 37.6 9.7 Cycle Q Clear(g_c), s 12.9 59.9 55.0 6.8 37.3 9.9 32.8 21.3 5.8 8.6 37.6 9.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 331 1913 1045 151 1647 511 708 1984 616 233 1282 700 V/C Ratio(X) 0.85 1.02 0.95 0.97 0.79 0.26 1.14 0.46 0.14 0.81 0.95 0.30 Avail Cap(c_a), veh/h 449 1913 1045 151 1647 511 708 1984 616 320 1286 703 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 71.2 50.0 48.5 76.4 49.4 40.1 63.6 36.4 31.7 73.6 59.0 48.5 Incr Delay (d2), s/veh 1.2 12.4 2.5 64.6 4.0 1.2 80.2 0.2 0.1 10.2 15.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.6 26.7 19.4 4.3 16.0 4.1 22.3 9.0 0.0 4.2 18.0 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 72.4 62.4 51.0 141.0 53.4 41.3 143.8 36.6 31.8 83.7 74.0 48.7 LnGrp LOS E F D F D D F D C F E D Approach Vol, veh/h 3223 1588 1812 1616 Approach Delay, s/veh 59.8 60.5 84.2 71.9 Approach LOS E E F E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.2 65.9 37.0 45.9 19.5 57.6 15.0 67.9 Change Period (Y+Rc), s * 4.2 6.0 * 4.2 5.7 * 4.2 6.0 * 4.2 5.7 Max Green Setting (Gmax), s * 7 59.8 * 33 40.3 * 21 46.0 * 15 58.3 Max Q Clear Time (g_c+I1), s 8.8 61.9 34.8 39.6 14.9 39.3 10.6 23.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.5 0.5 4.3 0.2 8.1 Intersection Summary HCM 6th Ctrl Delay 67.7 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-19-3199 Sunbow Planning Area 23 Amendment N:\3199\Text\Appendix\Appendix.3199.doc APPENDIX F SANDAG SELECT ZONE MODEL RUN 803 8 5 0 5 5555 9478104277341 1722887272549560104716 8 0 9 8 296311 0 4 531478348986575621967757967 3 2 5 9 35634 4681830075630699352682978 6 317833404231083 2 9 5 887170 76474 0 6 6 5 0 9 9 5 9310 589659909859 7961 122961657 113566251739540 105535231899 79391244938432 1 7 6 3 2527250128462818 36872202421764 0 9 6 41271 5 8 6 4 2 1 7 4 8056 31193157483 3 9 43375 9769 60695501 4 5 7 498027 3 0 7 4 7 5 8 30908753221091 868 31566570 1410142398 37062117114662 40142 2582822453915 31375 15739 1 6 9 196 191332265707 4 0 7 6 99021896600 1 9 2925 1 2 7 6 5 104194 7 2 8 11286 7662412100305228711658 551259001756 2 8 5 183649514 1086855796 5 5 4 23448 3 0 0 2 2 3 9 7 1 4 5 8 545771990 109220648615 2589 8482 364938398 4386635871720 71104 2694 3 7 3 7 547323088 4 1 6 13437785126163 9 5 6 7 1 1 7 2 3147489810 368541 1 6 2 5 3 1 2 6 15139 6 9 7373 4018 5 8464 3 6 1 98667445868 1402 315 38712 9 3 5 9 5667 3477 3 4 9 12811349133122703183152 0 8 6 249426286 1235138972292 4 5 3 677539509 5325 7 4 3 8 5 8 3 7 741371094562854290518053 4 2 9 6 13426 43052 5791 9 9 6 9 2224 3 204731721 2 1 3 3 8 1 2 0 8 1 2 566093821 2985514137 2 2 9 8 42570 1588 35167903136155922939454920595 2631 2947 17789 2662648915731 49797519069557345970961694214200 1 0 3 4 159846453 1 6 3 0 81742140614239773 63223632691560 55933 5 2 5 86256701 0 0 7 0 6357121797713230 42910 1806397140236 3 0 9 3 5 1493 2187375188 9 1 5 2 6136 461416011231027113220320741377145221 5 6 8 9 1 0 5 5 6 4 0 0 3 9 1 9 9 3 224520392142342136 35338 1 5 4 1282510982720177927660 14126 12751 1 3 5 3 5 60631 6 7 5 9 5 7 5 6 6 282713757236119351575234443 3 5 6 5 375219690 39299 1 6 1 0 262816429 2140 1 0 7 1 5 235717813 2 1 0 5 4 756791 2 9 0 5 8 8 5 7 2 4 9 4 619869295 3 0 1 7 4270 16285255895 2 7 7 6 9 6 7 40996 19060100346 2 0 8150082845 4 4 0 3 2991 1 7 3 3 3 2231525810852 840714025 16255 52547013019181648 1 10600 6926 2 7 9 310821 7 0 3 8 11575 5745 1 1183284036 43251 5 1 5 1 5363 2 1 0 0 2 03634 13733 8945 48736 5 9 4 6965210764 10125 066001 7 0 3 8 0 128251 0 0 2 0 1 0 4 5 2140 02494202939 08 8 5 7 8154 27037 9 6 1 5401 0 9 4 5 1720 7 7 3 4 1 91691 0 4 2 7 3 5 8 77201 3 2 3 0 4549183155593 5 8 9 2 1 0 5 4 11042 9 9 1 12812692189141376489557946145 8 9 234477924270271152542047 12174 1 2 7 0 1377110600 4023 6 1 0 1 2 5 9771 709639150 837754733477 117231 9 9 3 3516229221094239128100 1756 1 4 0 6 1 162550 2 9 8 5 5 3 6 3 4 0 21967525839567 128469771268395672589162558364606 162852064121795503394 5 6 6 7 1349613639567 3493 4 4 4 297865 0 9 9 5 590043737628541 2 3 5 1055640142 1 9 2298839829359323088740255 0 % 1 0%89 1%3 0 0 %362 5%112 2%258 4%75 1%558 8%290 4%404 6%84 1%41 1%47 1%23 0%2 9 1 4 % 68 1%230 3%350 5%50 1%60 1%341 5%25 0% 48 1% 247 4%9 8 1 %212 3%1169 18%74 1%31 0% 2 0%7 0%716 11%0 0 % 160 2% 201 3% 5 5 1 % 16 0% 233 4% 1 3 8 2 % 2 0 0 % 6 2 1 %298 5%69 1%111 2%24 0%11 0%297 4%442 7%5 0 1 8 %29 0%37 1%127 2%7 3 8 1 1 %17 0%58 1%88 1%13 0%1 1 6 2 %418 6%2 8 0 %199 3%593 9%2 0 2 5 3 1 % 1 8 8 3 %40 1%9 5 4 1 4 %1 0 4 2 %1725 26%66 1%4 0 % 1 2 0 %52 1%161 2 %181 3%145 2%14 0%155 2% 3 4 1 % 32 0%370 6%7 5 3 1 1 % 5 4 1 %1651 25%42 1%35 1%6 0%9 0%43 1%72 1% 2 6 0 %33 1%284 4%322 5%192 3%22 0%216 3%208 3%2478 37%158 2%8 0 0 1 2 % 1883 28%1273 19% 6 9 9 1 1 %9 1 1 %317 5%1268 19%10 0%49 1%276 4%812 12%136 2% 7 9 3 1 2 % 1 210 18%156 2% 1 0 1 2 %6609 100%2048 31%65 1%844 13%1 9 0 % 46 1 % 1 3 8 3 2 1 % 15 0%3 0%3845 58%73 1%56 1% 59 1 % 1 0 6 2 % 141 2 % 133 2%5 3 1 % 8 3 8 1 3 %51 1%2 1 0 % 1 8 0 % 0 0% 8 4 1 %0 0%0 0%0 0%0 0%17 0% 0 0% 208 3%0 0%0 0 %59 1% 0 0 %32 0%35 1%0 0%0 0%7 0 % 23 0%62 1%2 0 0 %0 0%0 0%0 0%0 0%66 1%22 0 % 112 2%181 3%258 4% 28 0%0 0%3 7 1 % 0 0% 23 0%23 0%558 8%5 2 1 %32 0%3 1 0 %0 0% 9 1 1 %66 1%66 1%0 0%11 0%0 0%17 0%0 0%0 0%1 3 0 % 0 0%290 4%0 0 % 3 4 1 %0 0%58 1%0 0%12 0%1 6 1 2 %0 0 %15 0%88 1%0 0%322 5%43 1%59 1%24 0% 3 7 1 % 1 0 0 %66 1%11 0% 1 2 6 8 1 9 % 0 0% 21 0% 156 2% 1 3 3 2 %0 0%17 0%0 0%0 0%0 0%66 1%0 0% 2 2 0 %0 0%127 2%0 0%3 5 1 %40 1%0 0%40 1%29 0%1273 19%322 5%0 0 %11 0%0 0%558 8%0 0%13 0%0 0 % 35 1%73 1%4 8 1 % 0 0%21 0%0 0% 6 6 1 %0 0%0 0%15 0%7 0 % 1 6 0 2 %0 0%0 0%0 0 % 0 0%0 0%106 2%1 8 0 % 138 2%0 0%0 0%181 3%13 0%5 0%0 0%0 0%15 0% 0 0% 1 9 0 %46 1%10 0%24 0%15 0%3 0%2 8 0 %0 0%9 0%6 0%298 5%0 0% 13 0%0 0% 0 0% 0 0 %0 0 %31 0%12 0%28 0%298 5%812 12%0 0%11 0%0 0 %0 0%112 2%19 0%1210 18%69 1% 0 0% 0 0% 1 1 0 %11 0%9 0%0 0 % 58 1%0 0%0 0%14 0%69 1%298 5%4 6 1 %0 0% 69 1%0 0%0 0%12 0%0 0%32 0% 3 7 1 %4 0%2 0%0 0%37 1% 3 1 0 %16 0%0 0%0 0 %41 1%8 3 8 1 3 %35 1%112 2%0 0%28 0%0 0%0 0%68 1% 5 2 1 %12 0%0 0%1 2 0 %0 0%23 0%0 0%501 8%3 0 0 %0 0%17 0%558 8%2 6 0 % 0 0 %41 1%5 1 1 %0 0%11 0%0 0% 7 0% 0 0 %0 0%14 0%1268 19% 0 0 %0 0 %58 1%0 0%2 5 0 % 0 0 %0 0%0 0%4 0%11 0%0 0%65 1%0 0%0 0%24 0% 34 1%0 0%0 0%199 3%0 0%418 6%55 1%11 0% 3 7 1 % 2 6 0 % 0 0 % 0 0 % 1 1 0 %0 0%1 9 0 % 0 0 % 28 0% 0 0% 0 0 %0 0%21 0%0 0 % 42 1 %0 0%30 0% 1 0% 0 0%9 0% 0 0 %0 0%4 0%0 0%738 11%13 0%0 0 %31 0%0 0 %0 0%0 0%69 1%0 0%0 0 %0 0%0 0%40 1%0 0%0 0 %58 1%0 0 % 5 0 1 % 4697 4758 4761 4784 4626 4661 4640 4728 4664 4809 4674 4802 4734 4623 4751 4729 4637 4672 4720 4715 4754 4695 4704 4679 4769 4599 4719 4659 4688 4698 4771 4775 4613 4627 4744 4680 4790 4663 4713 4817 4609 4777 4800 4644 4608 4794 4601 4814 4712 4705 4615 4757 4770 4592 4595 4725 4747 4816 4625 4772 4780 4690 4651 4741 4823 4825 4634 4826 4569 4628 4677 4793 4815 4818 4723 4753 4804 4574 4824 4740 4547 Date: F ebruary 3, 2020 ± Po rtio ns of thi s m a p co n tai n info rm a tio n from t he Sa n Die g o Asso cia tion o f G ove rnm e nts (SAND AG) Re gi on al In fo rm ati on Syste m. T hi s p rod uct can no t be re pro d uce d with ou t th e writte n pe rm iss ion of SA NDAG . SAN DIEGO ASSOC IATION OF GOVE RNMENT S 401 B ST REET, SU ITE 8 00 SAN DIEGO, C ALIFORN IA 9 2101 USA (619) 699-19 00 E-mail: sa ndag@sanda g.org Web site: ww w.sa ndag.org 0 0.065 0.13 0.195 Miles # S e lec t Z one Vo l a nd % # M od el Es tim at e d A D T jo in _ta z47 28 hwy_lo ad _9 91 Se lec ted Zone(s ) SANDAG SR13 versiom13_3_2 Scen ario ID: 991 2020rc Regional Model Select Zone Plot TAZ 4728 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-19-3199 Sunbow Planning Area 23 Amendment N:\3199\Text\Appendix\Appendix.3199.doc APPENDIX G VMT REDUCTION CALCULATION SHEETS Max Project15.0% 7.9%Transportation Strategies Organization ChartDate:Max Project Max (Work) Project Max Project LLG Ref:10.0% 7.9% 25% 0.0% 25% 0.0%Project Name:Max Project Max Project Max Project Max Project Max (Work) Project Max ProjectProject Settings:0% 7.9% 5% 0.0% 20% 0.0% 10% 0.0% 25% 0.0% 25% 0.0%Max Project Max Project Max Project Max Project Max Project Max Project30.0% 7.9% 2.0% 0.0% 12.5% 0.0% 3.2% 0.00% 6.2% 0.0% 22.0% 0.0%Notes:MaxMax Project Max Project Max Project0.0%1.0% 0.00% 13.0% 0.0% 21.0% 0.0%Max Project Max Project Max Project Max Project Max Project30.0% 0.0% 12.7% 0.0% 5.5% 0.0% 8.2% 0.0% 15.0% 0.0%Max ProjectMax Project Max Project20.0% 0.0%2.5% 0.00% 20.0% 0.0%Max Project24.6% 0.0%Max ProjectMax Project1.2% 0.00%5.5% 0.0%Max Project4.0% 0.0%Max ProjectMax Project21.3% 0.0%0.7% 0.0%Max Project15.8% 0.0%Max Project13.4% 0.0%Max Project63.0% 0.0%Max Project19.7% 0.0%Max Project7.7% 0.0%Global cap for road pricing needs further studyTransportation Measures (four categories) Cross‐Category Max Reduction (all VMT)Transportation Measures (five subcategories) Global Maximum Reduction (all VMT)Pedestrian Network(SDT‐1)Land Use / Location Neighborhood / Site Enhancement Parking Policy / Pricing Transit System ImprovementsRapid Bus Transit System(TST‐1)Area/Cordon Pricing(RPT‐1)Max Reduction = 15% Overall;Work VMT = 25%School VMT = 65%Max Reduction = 25%Increase Density(LUT‐1)Commute Trip Reduction(Assumes mixed use)Road Pricing ManagementEmployee Parking Cash‐Out(TRT‐15)School Pool Program(TRT‐10)Destination Accessibility(LUT‐4)Bike Parking Near Transit(TST‐5)Workplace Parking Pricing(TRT‐14)Transit Accessibility(LUT‐5)Local Shuttles(TST‐6)Alt. Work Schedule & Telecommute(TRT‐6)Car Share Program(TRT‐9)Dedicate Land for Bike Trails(SDT‐9)Design(LUT‐9)Bike Lane Street Design (On‐Site)(SDT‐5)Affordable Housing(LUT‐6)Non‐Auto Corridor(LUT‐7)Transit Fare Subsidy(TRT‐4)Non‐Residential Bike Parking(SDT‐6)End of Trip facilities(TRT‐5)Preferential Parking Permit(TRT‐8)CTR Marketing(TRT‐7)Employer Sponsored Vanpool/Shuttle(TRT‐11)Proximity to Bike Path/Bike Lane(LUT‐8)Electric Vehicle Parking(SDT‐8)4/23/20203‐19‐3199Mixed‐Use(LUT‐3)Utilize Alternative Fueled VehiclesVT‐2Location Efficiency1(LUT‐2)Expand Transit Network(TST‐3)Contributions to Transportation Infrastructure(RPT‐3)Utilize Electric or Hybrid VehiclesVT‐3CTR Program Required(TRT‐2)Traffic Flow Improvement (RPT‐2)Price On‐Street Parking(PDT‐3)Residential Area Parking Permits(PDT‐4)NEV Network(SDT‐3)Non‐Motorized Zones(SDT‐4)Multi‐Unit Residential Bike Parking(SDT‐7)Suburban without Neighborhood Electric Vehicle NetworkRide Share Programs(TRT‐3)CTR Program Voluntary(TRT‐1)Electrify Loading Docks/Idling‐Reduction SystemsVT‐1School Bus Program(TRT‐13)Sun Bow Traffic Calming(SDT‐2)Transit Frequency/Speed(TST‐4)Park and Ride Lots(RPT‐4)Parking Supply Limits(PDT‐1)Unbundled Parking Costs(PDT‐2)Transit Access Improvements(TST‐2)VehiclesBike Share Program(TRT‐12)General Notes:A. Strategies in bold text are primary strategies with reportedVMT reductions. Non‐bolded strategies are support or grouped strategies.Footnotes:1. This measure is not intended as a separate strategy but rather a cap for all land use/locations strategies. Section: 3.1.1Increase DensityMeasure: LUT‐1 Min0.8%Utilize: Max30.0%Number of Housing Units or Jobs per Acre 16.3Unit Housing Units per AcreAPercent Increase in Housing Units or Jobs per Acre [not to exceed 500%] 114%BElasticity of VMT with respect to density 0.07VMT Reduction = A x B [not to exceed 30%] 8.0%VMT Reduction Utilized 8.0% Quantifying Greenhouse Gas Mitigation Measures A Resource for Local Government to Assess Emission Reductions from Greenhouse Gas Mitigation Measures August, 2010 dE=dQ-dW dS=dQ/T S=klog[(E)] CO2 = VMT x EFrunning [T242001 x (1 - R2001-2005) x (1 - R2005-2008)] + NT24 Transportation CEQA# MM D-1 & D-4 MP# LU-1.5 & LU-2.1.8 LUT-1 Land Use / Location 156 LUT-1 Inputs: The following information needs to be provided by the Project Applicant: x Number of housing units per acre or jobs per job acre Mitigation Method: % VMT Reduction = A * B [not to exceed 30%] Where: A = Percentage increase in housing units per acre or jobs per job acre33 = (number of housing units per acre or jobs per job acre – number of housing units per acre or jobs per job acre for typical ITE development) / (number of housing units per acre or jobs per job acre for typical ITE development) For small and medium sites (less than ½ mile in radius) the calculation of housing and jobs per acre should be performed for the development site as a whole, so that the analysis does not erroneously attribute trip reduction benefits to measures that simply shift jobs and housing within the site with no overall increase in site density. For larger sites, the analysis should address the development as several ½-mile-radius sites, so that shifts from one area to another would increase the density of the receiving area but reduce the density of the donating area, resulting in trip generation rate decreases and increases, respectively, which cancel one another. B = Elasticity of VMT with respect to density (from literature) Detail: x A: [not to exceed 500% increase] o If housing: (Number of housing units per acre – 7.6) / 7.6 (See Appendix C for detail) o If jobs: (Number of jobs per acre – 20) / 20 (See Appendix C for detail) x B: 0.07 (Boarnet and Handy 2010) Assumptions: Data based upon the following references: x Boarnet, Marlon and Handy, Susan. 2010. “DRAFT Policy Brief on the Impacts of Residential Density Based on a Review of the Empirical Literature.” http://arb.ca.gov/cc/sb375/policies/policies.htm; Table 1. 33 This value should be checked first to see if it exceeds 500% in which case A = 500%. Detail: x A: [not to exceed 500% increase] If housing: (Number of housing units per acre –7.6) / 7.6o (See Appendix C for detail) If jobs: (Number of jobs per acre –20)/20o (See Appendix C for detail) x B: 0.07 (Boarnet and Handy 2010) Transportation CEQA# MM D-1 & D-4 MP# LU-1.5 & LU-2.1.8 LUT-1 Land Use / Location 157 LUT-1 Emission Reduction Ranges and Variables: Pollutant Category Emissions Reductions 34 CO2e 1.5-30% of running PM 1.5-30% of running CO 1.5-30% of running NOx 1.5-30% of running SO2 1.5-30% of running ROG 0.9-18% of total Discussion: The VMT reductions for this strategy are based on changes in density versus the typical suburban residential and employment densities in North America (referred to as “ITE densities”). These densities are used as a baseline to mirror those densities reflected in the ITE Trip Generation Manual, which is the baseline method for determining VMT. There are two separate maxima noted in the fact sheet: a cap of 500% on the allowable percentage increase of housing units or jobs per acre (variable A) and a cap of 30% on % VMT reduction. The rationale for the 500% cap is that there are diminishing returns to any change in environment. For example, it is reasonably doubtful that increasing residential density by a factor of six instead of five would produce any additional change in travel behavior. The purpose for the 30% cap is to limit the influence of any single environmental factor (such as density). This emphasizes that community designs that implement multiple land use strategies (such as density, design, diversity, etc.) will show more of a reduction than relying on improvements from a single land use factor. Example: Sample calculations are provided below for housing: Low Range % VMT Reduction (8.5 housing units per acre) = (8.5 – 7.6) / 7.6 *0.07 = 0.8% High Range % VMT Reduction (60 housing units per acre) 9.66.7 6.760 or 690% Since greater than 500%, set to 500% = 500% x 0.07 = 0.35 or 35% Since greater than 30%, set to 30% 34 The percentage reduction reflects emission reductions from running emissions. The actual value will be less than this when starting and evaporative emissions are factored into the analysis. ROG emissions have been adjusted to reflect a ratio of 40% evaporative and 60% exhaust emissions based on a statewide EMFAC run of all vehicles. Transportation CEQA# MM D-1 & D-4 MP# LU-1.5 & LU-2.1.8 LUT-1 Land Use / Location 158 LUT-1 Sample calculations are provided below for jobs: Low Range % VMT Reduction (25 jobs per acre) = (25 – 20) / 20 *0.12 = 3% High Range % VMT Reduction (100 jobs per acre) 420 20100 or 400% =400% x 0.12 = 0.48 or 48% Since greater than 30%, set to 30% Preferred Literature: x -0.07 = elasticity of VMT with respect to density Boarnet and Handy’s detailed review of existing literature highlighted three individual studies that used the best available methods for analyzing data for individual households. These studies provided the following elasticities: -0.12 - Brownstone (2009), -0.07 – Bento (2005), and -0.08 – Fang (2008). To maintain a conservative estimate of the impacts of this strategy, the lower elasticity of -0.07 is used in the calculations. Alternative Literature: x -0.05 to -0.25 = elasticity of VMT with respect to density The TRB Special Report 298 literature suggests that doubling neighborhood density across a metropolitan area might lower household VMT by about 5 to 12 percent, and perhaps by as much as 25 percent, if coupled with higher employment concentrations, significant public transit improvements, mixed uses, and other supportive demand management measures. Alternative Literature References: TRB, 2009. Driving and the Built Environment, Transportation Research Board Special Report 298. http://onlinepubs.trb.org/Onlinepubs/sr/sr298.pdf . Accessed March 2010. (p. 4) Other Literature Reviewed: None LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-19-3199 Sunbow Planning Area 23 Amendment N:\3199\Text\Appendix\Appendix.3199.doc APPENDIX H PEAK HOUR SIGNAL WARRANT ANALYSIS Intersection #5 Olympic Parkway/ W. Project Driveway Warrant 3, Peak Hour Near-Term + Project Near-Term + Project Volumes 185 / 873,124 / 2,043 9 / 40 2,037 / 2,980 46 / 202 Major Street Olympic Parkway Minor Street W. Project Driveway RESULT: SIGNAL WARRANTED Minor Street: Major Street: 222 Minor Street: Major Street: 104 5,265 AM Peak Hour PM Peak Hour AM PM 5.216 37 / 17 Intersection #6 Olympic Parkway/ E. Project Driveway Warrant 3, Peak Hour Near-Term + Project Near-Term + Project Volumes 92 / 433,041 / 2,040 14 / 60 2,051 / 2,896 23 / 101 Major Street Olympic Parkway Minor Street E. Project Driveway RESULT: SIGNAL WARRANTED Minor Street: Major Street: 147 Minor Street: Major Street: 69 5,097 AM Peak Hour PM Peak Hour AM PM 5,129 55 / 26 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-19-3199 Sunbow Planning Area 23 Amendment N:\3199\Text\Appendix\Appendix.3199.doc APPENDIX I SANDAG SERIES 13 YEAR 2020 TRAVEL DEMAND MODEL RESULTS Scenario ID 991VMTQueryType DescriptionVMTRegionwide84,682,0671Zone TAZ 472842,297 Clip 12Link‐ Clip 230‐ 40‐ Scenario IDResidents Total TripsPerson Miles of TravelVehicle Miles of TravelVMT per ResidentRegionwide San Diego Region9913,435,715 12,302,411 77,559,665 56,353,21916.4Jurisdiction Chula Vista991287,177 1,006,178 5,731,704 4,053,98814.1TAZ47289912,0537,17341,39328,87014.1Vehicle Miles of Travel ReportGeographyDistribution VMTAggregate VMTSunbow Residential Modeling ‐ 2020rc ‐ TAZ 4728GeographyGross VMTSB‐743 VMTVMT per Resident