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Appendix G - Transportation Study
124 Airport / 100 Produce Administrative Draft Transportation Impact Analysis Prepared for: Raney Planning & Management, Inc. July 30, 2020 SF20-1088 Table of Contents 1. Project Description ................................................................................................................... 1 2. Environmental Setting .............................................................................................................. 3 2.1 Roadway Facilities ................................................................................................................................................................. 3 2.2 Transit Facilities and Service ............................................................................................................................................. 4 2.2.1 Regional Transit Service ......................................................................................................................................... 4 2.2.2 Shuttle Service ............................................................................................................................................................ 5 2.3 Pedestrian Facilities .............................................................................................................................................................. 5 2.4 Bicycle Facilities ..................................................................................................................................................................... 7 2.5 Emergency Vehicle Access ................................................................................................................................................ 9 3. Transportation Analysis .......................................................................................................... 10 3.1 Significance Criteria ...........................................................................................................................................................10 3.1.1 Vehicle Miles Traveled (VMT) .............................................................................................................................10 3.1.2 Freeway Ramp Queuing .......................................................................................................................................11 3.1.3 Bicycle, Pedestrian, and Transit .........................................................................................................................11 3.1.4 Hazards .......................................................................................................................................................................11 3.1.5 Emergency Access ..................................................................................................................................................11 3.2 Analysis Scenarios...............................................................................................................................................................11 3.2.1 Existing Conditions .................................................................................................................................................12 3.2.2 Existing Plus Project Conditions ........................................................................................................................12 3.2.3 Cumulative Conditions ..........................................................................................................................................12 3.2.4 Cumulative Plus Project Conditions .................................................................................................................12 3.3 Vehicle Miles Traveled ......................................................................................................................................................15 3.4 Trip Generation, Distribution, and Assignment ......................................................................................................17 3.4.1 Project Trip Generation .........................................................................................................................................17 3.4.2 Project Trip Distribution .......................................................................................................................................17 3.4.3 Project Trip Assignment .......................................................................................................................................18 3.5 Freeway Ramp Queueing Analysis ...............................................................................................................................18 3.6 Bicycle, Pedestrian, and Transit .....................................................................................................................................20 4. Impacts and Mitigations......................................................................................................... 22 4.1 Vehicular Traffic ...................................................................................................................................................................22 4.1.1 Vehicle Miles Traveled ..........................................................................................................................................22 4.1.2 Freeway Ramp Queuing .......................................................................................................................................22 4.2 Bicycle, Pedestrian, and Transit .....................................................................................................................................23 4.3 Hazards ...................................................................................................................................................................................24 4.4 Emergency Access ..............................................................................................................................................................25 List of Figures Figure 1-1: Project Location ............................................................................................................................................................. 2 Figure 2-1 Existing Transit Service ................................................................................................................................................. 6 Figure 2-2 Existing and Planned Bicycle Facilities ................................................................................................................... 8 Figure 3-1 Utah Interchange Improvements Alternative 5 and Alternative 6 ........................................................... 14 Figure 3-2 Caltrain Half Mile Radius .......................................................................................................................................... 16 Figure 3-3 Project Trip Distribution and Assignment ......................................................................................................... 19 Figure 4-1 Project Mitigation and Improvement Measures ............................................................................................. 26 List of Tables Table 3.1 Project Trip Generation ............................................................................................................................................... 17 Table 3.2 Existing Weekday PM Peak Hour 95th Percentile Queues ............................................................................. 20 Table 3.3 Cumulative Weekday PM Peak Hour 95th Percentile Queues ...................................................................... 20 124 Airport & 100 Produce Transportation Impact Analysis July 30, 2020 1 1. Project Description The transportation impact analysis (TIA) evaluates potential transportation impacts associated with the 124 Airport & 100 Produce development project (“Project”). The Project consists of two seven-story structures with approximately 480 apartment units on a 4.12 acres site in the City of South San Francisco. The Project is made up of two parcels. Parcel one, located at 124 Airport Boulevard, is approximately 2.56 acres. Parcel 2, located at 100 Produce Avenue, is approximately 1.56 acres. The City of South San Francisco General Plan currently designates both sites as Business Commercial. The residential portion of 124 Airport Boulevard will include 294 apartment units and that of 100 Produce Avenue will include 186 apartment units. The Project includes 560 on-site parking spaces along with resident amenity space and bike parking. The FAR for building 1 is 2.81 and the FAR for building 2 is 2.92. The overall Project site is bound by Airport Boulevard/Produce Avenue to the east, Colma Creek to the south and west, and Caltrain railroad tracks to the north. Bicycle, pedestrian and motor vehicle site access is provided via the San Mateo Avenue and Produce Avenue frontages. The Project site is located approximately 0.5 miles from the current South San Francisco Caltrain station to the north and approximately one mile from the San Bruno BART station to the South. After the relocation of the South San Francisco Caltrain station is complete in Fall 2020, the Project site will be less than 0.5 miles from the station. Currently, the Project site is located in the Business Commercial zoning district. In order to accommodate the proposed residential use, the Project site will need to be rezoned to be consistent with the proposed land use. The City’s TDM ordinance does not currently apply to residential projects, and thus there is no required alternative mode share target specified. However, the Project has developed a Transportation Demand Management Plan (TDM Plan) in order to justify a parking supply that is lower than required by City code. The TDM Plan also serves to encourage non-auto trips and specifically seeks to reduce non-drive- alone vehicle trips. YXZ280 £[101 N:\Projects\2020_Projects\SF20-1088_PS-Business-Park-EIR\GraphicsProject Location Figure 1-1 DOWNTOWN EAST OF101 SIERRA POINT Oyster Point Blvd Gateway BlvdForbes Blvd East G r a n d A v e DNA WayAirport BlvdLinden AveGrand A v e Allerton AveSister Cit i e s B l v d Eccles AveMarina Blvd San Mateo AveS Linden AveMitchell Ave Produce AveN Canal S t Shaw Rd S A i rpo r t B l vd Utah Ave San Bruno Mountain State & County Park Oyster Point Channel San BrunoChannel 1 2 3 Project Site Study Intersection# 124 Airport & 100 Produce Transportation Impact Analysis July 30, 2020 3 2. Environmental Setting This section describes the existing transportation and circulation setting in the vicinity of the Project site: the existing roadway network, transit network and service, pedestrian conditions, and bicycle conditions. A description of agencies with jurisdiction over transportation in South San Francisco and a summary of relevant plans and policies are provided in Appendix B. 2.1 Roadway Facilities The Project is located near the intersection of San Mateo Avenue and Produce Avenue. Regional access to the site is provided via US-101 and Produce Avenue to the north, and US-101 and San Mateo Avenue to the south. Relevant roadway plans and policies (e.g. South San Francisco General Plan, South San Francisco Pedestrian Plan, South San Francisco Bicycle Plan) are discussed in Appendix B. Figure 1-1 shows the Project location, study intersections, and the surrounding roadway system. Vehicular access to the Project site is provided via four, two-way driveways that intersect San Mateo Avenue, Airport Boulevard, and Produce Avenue. Study intersections are summarized in Appendix C and listed below: 1. Produce Avenue / San Mateo Avenue / Airport Boulevard 2. Airport Boulevard / Mitchell Avenue / Gateway Boulevard 3. US-101 Northbound Ramps / South Airport Boulevard / Wondercolor Lane Key local roadways in the vicinity of the Project site are described below: US-101 is an eight-lane freeway and principal north-south roadway connection between San Francisco, San Jose, and intermediate San Francisco Peninsula cities. In South San Francisco, US- 101 is located approximately 500 feet east of the Project site and serves the Project area with three primary access points. Near the Project, US-101 carries about 220,000 vehicles per day and defines the East of 101 area’s western edge and barrier to east-west bicycle and pedestrian connectivity. Access points include: o South Airport Boulevard – northbound on- and off-ramps are located at South Airport Boulevard/Wondercolor Lane. The South Airport Boulevard access point is to the south of the Project site. o Produce Avenue/Airport Boulevard – there are two southbound off-ramps near the Project site: one at Produce Avenue and another at Airport Boulevard and Miller Avenue. The off- ramp at Produce Ave is located to the south of the Project site and the off-ramp at Airport Boulevard and Miller Avenue is located to the north of the Project site. Airport Boulevard is a four- to six-lane north-south arterial running roughly parallel to US-101 in South San Francisco. Freeway ramps north of Grand Avenue provide alternate Project access from the north. Airport Boulevard also provides direct access to the Project site via one right-in/right- out only garage driveway located approximately 250 feet north of the intersection with San Mateo Avenue. 124 Airport & 100 Produce Transportation Impact Analysis July 30, 2020 4 Produce Avenue is a three-lane street providing access from the Project site to Southbound US 101. Produce Avenue also provides direct access to the Project site via one right-in/right-out only garage driveway located approximately 250 feet south of the intersection with San Mateo Avenue. San Mateo Avenue is a two-lane street connecting El Camino Real with Produce Avenue / Airport Boulevard, providing local access to the Project site. San Mateo Avenue also provides direct access to the Project site via two full access garage driveways located approximately 250 feet west of the intersection with Airport Boulevard/Produce Avenue. 2.2 Transit Facilities and Service The Project site is served by regional rail and local bus transit services. The South San Francisco Caltrain station is currently located approximately 0.5 miles to the north of the Project site. By Fall 2020, Caltrain will relocate the station several hundred feet to the south with a direct pedestrian walkway connecting to Airport Boulevard, bringing it closer and more accessible to the Project site. The Caltrain Station is also served by local shuttles. SamTrans bus service runs along Airport Boulevard immediately adjacent to the Project site. The San Bruno BART station is located approximately one mile to the south of the Project site. Relevant transit plans and policies are discussed in Appendix B. The existing transit services are shown on Figure 2- 1 and described in detail below. 2.2.1 Regional Transit Service The following transit services operate within South San Francisco and are accessible from the Project site with a bicycle or first- and last-mile shuttle connection provided by Commute.org: Caltrain provides passenger rail service on the Peninsula between San Francisco and San Jose, and limited service trains to Morgan Hill and Gilroy during weekday commute periods. The South San Francisco Caltrain Station is currently located approximately 0.5 miles north of the Project at 590 Dubuque Avenue, on the east side of US-101, immediately north of East Grand Avenue. By the end of 2020, Caltrain plans to relocate the South San Francisco Caltrain Station several hundred feet to the south near the East Grand Avenue/Airport Boulevard intersection and provide more direct pedestrian access to the Project site via a portal with access at Grand Avenue and Airport Boulevard. After the relocation, the station will be approximately 0.4 miles north of the Project. The South San Francisco Caltrain Station serves local and limited trains, with 23 northbound and 23 southbound weekday trains. The South San Francisco Caltrain Station provides weekday service from 5:40 AM to 12:00 AM, with approximately 30-minute headways during peak times and 60-minute headways during off-peak times. Bay Area Rapid Transit (BART) provides regional rail service between the East Bay, San Francisco, and San Mateo County, connecting between San Francisco International Airport and Millbrae Intermodal Station to the south, San Francisco to the north, and Oakland, Richmond, Pittsburgh/Bay Point, Dublin/Pleasanton and Fremont in the East Bay. The San Bruno Station is the closest station to the Project site, located about one mile to the south. BART trains operate on 15 minute headways during peak hours, and 20 minute headways during off-peak hours. 124 Airport & 100 Produce Transportation Impact Analysis July 30, 2020 5 San Mateo County Transit District (SamTrans) provides bus service in San Mateo County. There are two bus stops adjacent to the Project site. One approxmately 0.3 miles to the north near the intersction of Airport Boulevard and Baden Avenue and another approximately 0.3 miles to the southeast near the US101 NB Off-ramp at Wondercolor Lane. Both stops are served by Routes 292 and 397 (late night service only). Route 292 operates every 20 minutes on weekdays. Farther north, Routes 130 and 141 stop at the intersection of Miller Avenue/Linden Avenue. Route 130 operates every 15 minutes during weekdays, while Route 141 operates every 30 minutes. 2.2.2 Shuttle Service Three Peninsula Traffic Congestion Relief Alliance (Commute.org) shuttles provide weekday service near the Project site. These shuttles (Oyster Point, Utah/Grand, and One Tower Place) offer commute period first/last mile connections between the Caltrain station and local employers in the East of 101 Area. Each shuttle operates at 30 to 40 minute headways during peak periods. After relocation of the South San Francisco Caltrain Station, shuttle connections will be provided on Poletti Way approximately 0.4 miles from the Project site. The free South City Shuttle provides free local transit service in South San Francisco. The shuttle operates in a clockwise and counterclockwise loop every 40 minutes, with the nearest stops near the Miller Avenue/Linden Avenue intersection approximately 0.5 miles from the Project site. 2.3 Pedestrian Facilities Pedestrian facilities include sidewalks, crosswalks, trails, and pedestrian signals. In the Project vicinity, continuous sidewalks exist along both sides of Airport Boulevard, South Airport Boulevard, and San Mateo Avenue. On Produce Avenue, continuous sidewalks exist only on the west side of the street. At the intersection of Airport Boulevard and San Mateo Avenue, a signalized intersection immediately adjacent to the Project site, marked crosswalks and pedestrian signal heads are provided on all intersection legs. Sidewalks on South Airport Boulevard provide direct continuous pedestrian connectivity between the Project site and the nearest existing Commute.org shuttle stop. Sidewalks on Airport Boulevard provide continuous pedestrian connectivity between the Project site and the nearest SamTrans stop and the Caltrain Station. Future residents and visitors of the 124 Airport Boulevard site will have direct access to the Airport Boulevard sidewalks and only need to make one road crossing at the intersection of Airport Boulevard/Baden Avenue to access the future Caltrain pedestrian access point near Grand Avenue. In contrast, future residents and visitors of the 100 Produce Avenue site heading to Caltrain will have to make an additional crossing at the intersection of Airport Boulevard/San Mateo Avenue, including crossing two unsignalized high-speed slip right-turn lanes. The slip lanes at the northeast, northwest, and southwest corners of the intersection have wide vehicle turning radii, relatively high speeds, and yield control. All pedestrians coming from the Project site will have to travel through the Airport Boulevard railroad underpass tunnel to access the Caltrain station and downtown South San Francisco. The tunnel currently includes approximately six-foot wide sidewalks on both sides with limited pedestrian-scaled lighting. Relevant pedestrian plans and policies are discussed in Appendix B. YXZ280 £[101 N:\Projects\2020_Projects\SF20-1088_PS-Business-Park-EIR\GraphicsExisting Transit Service Figure 2-1 DOWNTOWN EAST OF101 SIERRA POINT Oyster Point Blvd Gateway BlvdForbes Blvd East G r a n d A v e DNA WayAirport BlvdLinden AveGrand A v e Allerton AveSister Cit i e s B l v d Eccles AveMarina Blvd Oyster Point Blvd Gateway BlvdForbes Blvd East G r a n d A v e DNA WayAirport BlvdLinden AveGrand A v e Allerton AveSister Cit i e s B l v d Eccles AveMarina Blvd San Mateo AveS Linden AveMitchell Ave Produce AveN Canal S t Shaw Rd S A i rpo r t B l vd Utah Ave San Bruno Mountain State & County Park Oyster Point Channel San BrunoChannel Commute.org Shuttle Routes and Stops New Caltrain Station and Alignment Project Site SamTrans Routes Current Caltrain Station and Alignment 124 Airport & 100 Produce Transportation Impact Analysis July 30, 2020 7 2.4 Bicycle Facilities Bicycle facilities consist of separated bikeways, bicycle lanes, routes, trails, and paths, as well as bike parking, bike lockers, and showers for cyclists. Caltrans recognizes four classifications of bicycle facilities: Class I – Shared-Use Pathway Provides a completely separated right-of-way for the exclusive use of cyclists and pedestrians with cross-flow minimized (e.g. off-street bicycle paths). Class II – Bicycle Lanes: Provides a striped lane for one-way travel on a street or highway. May include a “buffer” zone consisting of a striped portion of roadway between the bicycle lane and the nearest vehicle travel lane. Class III – Bicycle Route Provides for shared use with motor vehicle traffic; however, are often signed or include a striped bicycle lane. Class IV – Separated Bikeway: Provides a right-of-way designated exclusively for bicycle travel adjacent to a roadway and which are protected from vehicular traffic. Types of separation include, but are not limited to, grade separation, flexible posts, inflexible physical barriers, or on-street parking. The area surrounding the Project site has a Class III bicycle network that provides first- and last-mile connectivity to the Caltrain Station to the north and residential uses to the west of Airport Boulevard. Current bicycle facilities in the Project vicinity, as designated by the South San Francisco Bicycle Master Plan (2011) and the draft Active South City Bicycle and Pedestrian Master Plan (ongoing), are shown in Figure 2-2, and discussed below. Airport Boulevard has proposed Class IV bicycle lanes between Miller Avenue and San Mateo Avenue; proposed bicycle lanes on Airport Boulevard will provide direct access to the Project site. Currently, Airport Boulevard is designated as a Class III bicycle route, providing shared use with motor vehicle traffic. San Mateo Avenue and South Airport Boulevard have proposed Class II bicycle lanes between Harbor Way and Tanforan Avenue; proposed bicycle lanes on San Mateo Avenue will provide direct access to the Project site. Gateway Boulevard has proposed Class II bicycle lanes between Oyster Point Boulevard and East Grand Avenue to connect to existing bicycle lanes on both roads; proposed bicycle lanes on Gateway Boulevard will provide direct access to the Project site. Currently, Class II bicycle lanes are provided on the segment between East Grand Avenue and South Airport Boulevard. The San Francisco Bay Trail (Bay Trail) is a Class I mixed-use trail along the Oyster Point shoreline and Point San Bruno, part of a planned 400 mile regional trail system ecircling the San Francisco Bay shoreline. The nearest access point from the Project to the San Francisco Bay Trail is approximately one mile away, and is accessible via shared use bicycle routes. YXZ280 £[101 YXZ280 £[101 Figure 2-2N:\Projects\2020_Projects\SF20-1088_PS-Business-Park-EIR\GraphicsExisting and Planned Bicycle Facilities DOWNTOWN EAST OF101 SIERRA POINT Oyster Point Blvd Gateway BlvdForbes Blvd East G r a n d A v e DNA WayAirport BlvdLinden AveGrand A v e Allerton AveSister Cit i e s B l v d Eccles AveMarina Blvd Oyster Point Blvd Gateway BlvdForbes Blvd East G r a n d A v e DNA WayAirport BlvdLinden AveGrand A v e Allerton AveSister Cit i e s B l v d Eccles AveMarina Blvd San Mateo AveS Linden AveMitchell Ave Produce AveN Canal S t Shaw Rd S A i rpo r t B l vd Utah Ave San Bruno Mountain State & County Park Oyster Point Channel San BrunoChannel Existing Class II Bicycle Lane Existing Class I Shared Path Planned Class I Shared Path Planned Class II Bicycle Lane Existing Class III Bicycle Route Planned Class III Bicycle Route Planned Class IV Protected Bicycle LaneExisting Class IV Protected Bicycle Lane Project Site New South San Francisco Caltrain Station and AlignmentCurrent South San Francisco Caltrain Station and Alignment 124 Airport & 100 Produce Transportation Impact Analysis July 30, 2020 9 Bicyclists primarily access the Project site via San Mateo Avenue, Airport Boulevard, and South Airport Boulevard. Lack of continuous bicycle network and separation from higher speed vehicle traffic is a challenge to cycling in the area. Additional relevant bicycle plans and policies are discussed in Appendix B. 2.5 Emergency Vehicle Access Emergency vehicles typically use major streets through the study area when heading to and from an emergency and/or emergency facility. Arterial roadways allow emergency vehicles to travel at higher speeds and provide enough clearance space to permit other traffic to maneuver out of the path of the emergency vehicle and yield the right-of-way. The Project site is located approximately 0.6 miles west of South San Francisco Fire Station 62 which is located at 249 Harbor Way. Emergency vehicle access to the Project site is primarily from South Airport Boulevard and Mitchell Avenue. South Airport Boulevard has two travel lanes in each direction and Mitchell Avenue has one travel lane in each direction. 124 Airport & 100 Produce Transportation Impact Analysis July 30, 2020 10 3. Transportation Analysis This section includes analysis and findings of Project effects on transportation services and facilities, including motor vehicle travel and operations, transit service, pedestrian facilities and bicycle facilities. The amount and distance of motor vehicle travel was analyzed using vehicle miles traveled (VMT), while the motor vehicle operations analysis focused on weekday AM and PM peak hour queue conditions at freeway off-ramps. Other vehicle operations measures, such as level of service (LOS), are presented in Appendix C for informational purposes. Bicycle, pedestrian, and transit impacts were qualitatively assessed using transportation planning and engineering methods and practices. 3.1 Significance Criteria The impacts of the Project related to transportation would be considered significant if any of the following Standards of Significance are exceeded, in accordance with Appendix G of the California Environmental Quality Act (CEQA) Guidelines: • Conflict with a program plan, ordinance or policy addressing the circulation system, including transit, roadway, bicycle and pedestrian facilities; • Conflict or be inconsistent with CEQA Guidelines section 15064.3, subdivision (b) related to VMT; • Substantially increase hazards due to a geometric design feature (e.g., sharp curves or dangerous intersections) or incompatible uses (e.g., farm equipment); or • Result in inadequate emergency access. City of South San Francisco and City/County Association of Governments of San Mateo County (C/CAG) guidance was used to identify additional relevant thresholds of significance to determine whether implementation of the Project would result in significant environmental impacts and are described below. The criteria of significance apply to all Project scenarios as measured against the corresponding No Project scenario. 3.1.1 Vehicle Miles Traveled (VMT) On June 10th, 2020, the City of South San Francisco adopted the VMT thresholds of significance to guide in determining when a project will have a significant transportation impact in accordance with Senate Bill 743 (SB 743). According to the VMT threshold guideline, projects located within 0.5 miles of a high-quality transit area are presumed to have a less than significant impact on VMT unless any of the following is true: · Floor Area Ratio (FAR) < 0.75 · More parking than required by City code 124 Airport & 100 Produce Transportation Impact Analysis July 30, 2020 11 · Inconsistent with the applicable Regional Transportation Plan / Sustainable Communities Strategy (RTP/SCS), as determined by the City · Replacing affordable housing units with market-rate units 3.1.2 Freeway Ramp Queuing While SB743 notes that “traffic congestion shall not be considered a significant impact on the environment” the freeway on- and off-ramp vehicle queuing criteria was retained to assess potential hazards from Project traffic exceeding ramp storage capacities. Traffic in queue represents congested, stop-and-go conditions, and should queues interfere with through, free-moving traffic streams on the freeway mainline, hazards could arise due to the differences in speed. • A significant impact would occur if the Project causes vehicle queues approaching a given movement downstream of Caltrans freeway facilities to exceed existing storage space for that movement or would contribute to existing vehicle queues that exceed storage space for that movement, resulting in a hazardous condition. 3.1.3 Bicycle, Pedestrian, and Transit • A significant impact would occur if Project traffic would produce a detrimental impact to existing bicycle or pedestrian facilities, or conflict with adopted plans and programs. • A significant impact would occur if Project traffic would produce a detrimental impact to local transit or shuttle service or conflict with adopted plans and programs. 3.1.4 Hazards • A significant impact would occur if the Project substantially increases hazards due to a geometric design feature. 3.1.5 Emergency Access • A significant impact would occur if the project would result in inadequate emergency access. 3.2 Analysis Scenarios The impacts of the Project to the surrounding transportation system were evaluated for the four scenarios listed below: • Scenario 1: Existing conditions • Scenario 2: Existing plus Project conditions (with and without reconfiguration of Produce Avenue/San Mateo Avenue/Airport Boulevard intersection) • Scenario 3: Cumulative conditions (with and without reconfiguration of Produce Avenue/San Mateo Avenue/Airport Boulevard intersection) 124 Airport & 100 Produce Transportation Impact Analysis July 30, 2020 12 • Scenario 4: Cumulative plus Project conditions (with and without reconfiguration of Produce Avenue/San Mateo Avenue/Airport Boulevard intersection) A description of the methods used to estimate the amount of traffic and VMT generated by the Project is provided below. Project-specific impacts are described under Section 4. Intersection LOS analysis is provided for all scenarios for informational purposes only in Appendix C. The proposed Produce Avenue/Utah Avenue interchange has the potential to alter vehicle trip patterns to/from the Project site as well as background vehicle trips. However, it is not yet fully funded, nor has a final design been selected yet. Cumulative intersection operations are provided both with and without interchange improvements. Any discussion and analysis of the interchange improvement project is provided for comparative and informational purposes only. The two Produce Avenue/Utah Avenue interchange project alternatives discussed are shown on Figure 3-1. 3.2.1 Existing Conditions Existing conditions represent the baseline condition upon which project impacts are measured. The baseline condition represents conditions in 2019. 3.2.2 Existing Plus Project Conditions Existing Plus Project conditions represent the baseline condition with the addition of the Project. Traffic volumes for Existing Plus Project conditions include existing traffic volumes plus traffic generated by the Project. Existing Plus Project conditions were compared to Existing conditions to determine potential immediate project impacts. Existing Plus Project conditions were also evaluated with the reconfiguration associated with two potential alternatives of the Produce Avenue/Utah Avenue interchange project for informational purposes only. 3.2.3 Cumulative Conditions Cumulative conditions include transportation demand resulting from reasonably foreseeable land use changes and conditions associated with funded transportation projects at year 2040. Cumulative conditions are based on land use and transportation conditions included in Plan Bay Area 2040, as represented in the C/CAG-VTA Bi-County Transportation Demand Model (C/CAG model). The C/CAG model is a four-step trip-based travel demand model designed to forecast how land uses and transportation interact within San Mateo and Santa Clara Counties. Cumulative conditions were also evaluated with the reconfiguration associated with two potential alternatives of the Produce Avenue/Utah Avenue interchange project for informational purposes only. 3.2.4 Cumulative Plus Project Conditions Cumulative Plus Project conditions represent the cumulative condition with the addition of the Project to determine the extent to which the Project would contribute to long-term cumulative transportation impacts. Cumulative Plus Project conditions were also evaluated with the reconfiguration associated with 124 Airport & 100 Produce Transportation Impact Analysis July 30, 2020 13 two potential alternatives of the Produce Avenue/Utah Avenue interchange project for informational purposes only. N:\Projects\2020_Projects\SF20-1088_PS-Business-Park-EIR\GraphicsUtah Interchange Improvements Alternative 5 and Alternative 6 Figure 3-1 Alternative 5 Alternative 6 124 Airport & 100 Produce Transportation Impact Analysis July 30, 2020 15 3.3 Vehicle Miles Traveled According to the VMT threshold guideline, projects located within 0.5 miles of a high-quality transit area are presumed less than significant VMT impacts unless any of the following is true: · Floor Area Ratio (FAR) < 0.75 · More parking than required by City code · Inconsistent with the applicable RTP/SCS, as determined by the City · Replacing affordable housing units with market-rate units The Project is located within 0.5 miles of both the existing and the proposed new South San Francisco Caltrain Station, as shown in Figure 3-2. The Caltrain station is a regional commuter rail station and is considered a major transit stop per OPR Guidance. The FAR for Building 1 at the Project site is 2.81 and the FAR for Building 2 is 2.92. Thus, the total FAR is higher than the 0.75 threshold. A total of 560 parking spaces are proposed to be provided with the Project, which is less than the 7201 required by the City code, given the Project’s unit types. The City of South San Francisco requires 1 parking space per studio unit, 1.5 parking spaces per one-bedroom unit, 1.8 parking spaces per two-bedroom unit, and 2 parking spaces per three-bedroom unit. Plan Bay Area is the relevant Regional Transportation Plan / Sustainable Communities Strategy (RTP/SCS) for South San Francisco. Since the Project’s proposed land use is consistent with the use and intensity that is included in Plan Bay Area and the Project falls within the projected land use totals for South San Francisco. The Project is not proposing to replace affordable housing units with market-rate units. Although the Project is presumed to have a less than significant impact on VMT based on its proximity to high-quality transit and meeting the above criteria, quantitative VMT analysis is also provided for informational purposes only. Project-generated home-based work (HBW), home-based other (HBO), and non-home based (NHB) vehicle trip lengths were obtained from the most recently available California Household Travel Survey (CHTS) for San Mateo County. Based on CHTS trip lengths by trip purpose, the weighted average trip length for the Project is approximately 7 miles. Multiplying the total net new daily trip generation as described in Section 3.4 by the average trip length, results is a daily net-added Project VMT of 7,931 miles. 1 The Project proposes to include 98 studio units, 228 one-bedroom units, 140 two-bedroom units, and 14 three- bedroom units, resulting in a code requirement of 720 parking spaces. £[101 DOWNTOWN EAST OF101 SIERRA POINT Oyster Point Blvd Gateway BlvdForbes Blvd East G r a n d A v e DNA WayAirport BlvdLinden AveGrand A v e Allerton AveSister Cit i e s B l v d Eccles AveMarina Blvd San Bruno Mountain State & County Park Oyster Point Channel San BrunoChannel Project Site Current Caltrain Station Proposed Caltrain Station Half-mile radius Half-mile radius N:\Projects\2020_Projects\SF20-1088_PS-Business-Park-EIR\GraphicsCaltrain Half Mile Radius Figure 3-2 124 Airport & 100 Produce Transportation Impact Analysis July 30, 2020 17 3.4 Trip Generation, Distribution, and Assignment The amount of traffic added to the roadway system by the Project was estimated using a three-step process: (1) trip generation, (2) trip distribution, and (3) trip assignment. The first step estimates the amount of traffic that would be generated once the Project was built and fully occupied. The second step estimates the direction of travel to and from the Project site. The third step assigns the Project trips to specific street segments and intersection turning movements. The results are described below. 3.4.1 Project Trip Generation Project traffic added to the surrounding roadway system was estimated using a combination of existing driveway counts from existing office buildings and the locally sensitive trip generation methodology known as MXD+ for the Project. The MXD+ method accounts for built environment factors such as the density and diversity of land uses, design of the pedestrian and bicycle environment, demographics of the site, and distance to transit to develop more realistic trip generation estimates than traditional traffic engineering methods. Driveway count data was collected at four driveways at the existing site, representing existing trips for the 80,680 square foot office buildings. The existing number of trips was then subtracted from the estimated project trips for the Project to get the net new trips for the Project. The sample site driveway traffic data is presented in Appendix C. Vehicle trips from existing office buildings, the Project, and net new trips are shown in Table 3.1. According to this trip generation analysis, the Project would generate approximately 1,133 daily, 61 AM peak hour (- 11 inbound and 71 outbound), and 87 PM peak hour (66 inbound and 21 outbound) net new trips. Table 3.1 Project Trip Generation Land Use Size Daily AM Peak Hour PM Peak Hour Total In Out Total In Out Total Project Site 480 Units 2,614 41 118 159 122 78 200 Existing office building (existing trips to be removed)1 80,680 SqFt 1,011 43 21 63 30 39 68 Project Site (net new trips) 480 Units 1,133 -11 71 61 66 21 87 Notes: 1. Trip Generation for existing office building based on 2020 driveway count data collected at the Project site. 3.4.2 Project Trip Distribution The directions of approach and departure for the Project traffic were estimated based on the City/County Association of Governments of San Mateo County (C/CAG)’s Travel Demand Model and the City of South 124 Airport & 100 Produce Transportation Impact Analysis July 30, 2020 18 San Francisco’s Travel Demand Model, which has greater sensitivity to local travel patterns. Figure 3-3 shows the general trip distribution pattern for the Project. 30 percent of the Project traffic is evenly split between the north (15%) and south (15%) US-101 approaches. Five percent and 30 percent of the Project traffic is projected to come from the east and west of US-101 to the north. Similarly, five percent and 20 percent of the Project traffic is projected to come from the east and west of US-101 to the South. In addition, 10 percent of the Project traffic is projected to come from Bayshore Boulevard to the north. 3.4.3 Project Trip Assignment The Project trips were assigned to the roadway system based on the directions of approach and departure discussed above. The locations of complimentary land uses and local knowledge of the study area helped determine specific trip routes. Figure 3-3 shows the expected increases in peak hour intersection turning movement volume due to the Project. Project traffic would access the roadway network via driveways along the San Mateo Avenue, Airport Boulevard, and Produce Avenue frontages. 3.5 Freeway Ramp Queueing Analysis Two freeway off-ramps were selected for queueing analysis to assess conditions where the addition of Project trips may result in hazards to road users. The study locations are listed below. 1. US-101/Produce Avenue (southbound off-ramp) 2. US-101/South Airport Boulevard (northbound off-ramp) Table 3.2 presents weekday PM peak hour vehicle queues at the two US-101 off-ramp study locations. The PM peak hour was selected as the analysis period since the Project is a residential project and the majority of project-added off-ramp trips will be in the PM. Therefore, the off-ramps queuing analysis during the PM peak hour is expected to encompass all potential impacts. The Project would not extend or contribute to queues longer than storage distances at both off-ramp locations. The Project therefore would not result in a hazardous condition at this location. Cumulative Plus Project traffic volumes are presented in Appendix C and the volume relevant to the freeway ramp queuing assessment is presented in Table 3.3. The Project would not extend or contribute to queues longer than storage distances at both off-ramp locations. Cumulative Plus Project traffic therefore would not result in a hazardous condition at this location. Figure 3-3 Project Trip Distribution and Assignment0 (31)0 (0)0 (0)1. Airport Blvd./Produce Ave./ San Mateo Ave./So. Airport Blvd. 2. Gateway Blvd./So. Airport Blvd./ So. Airport Blvd./Mitchell Ave. 3. So. Airport Blvd./101 On/Off Ramps/ Watercolor Ln San Mateo Ave.So. Airport Blvd.Airport Blvd.Produce Ave.So. Airport Blvd.Mitchell Ave.Gateway Blvd.So. Airport Blvd.101 On/Off Ramps Watercolor LnSo. Airport Blvd.Source: path:ace abcfaccfabcfaace aefacfaeace abffaccfbf#Study Intersection Lane Configurationacf Peak Hour Traffic VolumeAM(PM)STOP Stop Sign Signalized0 (8)0 (0)0 (0)0 (0) 0 (14) 0 (0) 35 (11) 11 (3) 11 (3)0 (1)0 (0)0 (0)0 (13)0 (0)0 (0)0 (0) 0 (0) 0 (0) 2 (1) 0 (0) 8 (2)4 (1)4 (1)0 (0)0 (0)0 (3)0 (0)0 (0) 0 (0) 0 (0) 0 (10) 0 (0) 0 (0) Trip Distribution Project-Generated Volumes 124 Airport & 100 Produce Transportation Impact Analysis July 30, 2020 20 Table 3.2 Existing Weekday PM Peak Hour 95th Percentile Queues Approach Lanes Storage Distance (ft) Existing Existing Plus Project Volume Queue Length Volume Queue Length 1. US-101 Southbound Off-Ramp at Produce Avenue (PM Peak) Left 100 40 20 40 20 Right 620 361 40 369 50 2. US-101 Northbound Off-Ramp at South Airport Boulevard (PM Peak) Left/Through 740 405 240 415 240 Right 740 271 40 271 40 Notes: Queues do not take into account downstream spillover from adjacent intersections. Storage distance and queues in feet per lane. Source: Fehr & Peers, 2020 Table 3.3 Cumulative Weekday PM Peak Hour 95th Percentile Queues Approach Lanes Storage Distance Cumulative Cumulative Plus Project Volume Queue Length Volume Queue Length 1. US-101 Southbound Off-Ramp at Produce Avenue (PM Peak) Left 100 40 20 40 20 Right 620 365 50 373 50 2. US-101 Northbound Off-Ramp at South Airport Boulevard (PM Peak) Left/Through 740 470 290 480 300 Right 740 295 40 295 40 Notes: Queues do not take into account downstream spillover from adjacent intersections. Storage distance and queues in feet per lane. Source: Fehr & Peers, 2020 3.6 Bicycle, Pedestrian, and Transit The project would generate new pedestrian and bicycle trips, particularly residents walking to downtown South San Francisco and the Caltrain station. These trips would occur via Airport Boulevard through existing slip right-turn lanes at the northwest and southwest corners of the Airport Boulevard/Produce Avenue/San Mateo Avenue intersection, which may exacerbate conflicts between vehicles, pedestrians, and bicyclists given the wide turning radii, relatively high speeds, yield-control, and lack of separation of bicycle movements. Increasing pedestrian and bicycle activity through the slip lanes at this intersection may present a hazardous condition. The Project would not create inconsistencies with adopted bicycle or pedestrian system plans, guidelines, or policy standards, as described in Appendix B. 124 Airport & 100 Produce Transportation Impact Analysis July 30, 2020 21 The Project includes 240 long-term protected (class I) bicycle parking spaces, which exceeds the City’s code requirement for the Project of 121 spaces. Class I bicycle parking spaces are typically lockers or restricted access parking rooms and are intended for employees. The Project would generate vehicle trips in the vicinity of existing transit services and would generate some new transit trips to existing routes. SamTrans bus routes travel along the Project’s frontage on Airport Boulevard and Caltrain operates less than 0.5 miles from the Project site. The addition of 87 net new vehicle trips during the PM peak hour, or approximately one to two new vehicles per minute, would not create a disruption to transit service surrounding the Project site. Project-added vehicle trips represent approximately one percent of entering volumes at study intersections during the AM and PM peak hours. The Project may add net new transit trips to Caltrain and other public transit routes, but ridership may be accommodated through available capacity. The Project would not include features that would disrupt existing or planned transit routes or facilities. The Project’s driveways would not cause disruptions to existing or planned transit service or transit stops. The Project would not conflict with any adopted transit system plans, guidelines, policies, or standards, as described in Appendix B. The Project’s effects under cumulative 2040 conditions would be similar to that of existing conditions. Improvements to Caltrain via the Peninsula Corridor Electrification and the South San Francisco Station Improvement projects would provide enhanced connectivity and capacity to accommodate project trips. There are no fully funded changes to bicycle, pedestrian, or transit conditions adjacent to the Project site. 124 Airport & 100 Produce Transportation Impact Analysis July 30, 2020 22 4. Impacts and Mitigations This section includes the evaluation of the Project’s potential impacts under Existing Plus Project and Cumulative Plus Project conditions. This section also describes the associated mitigation measures required by the Project. 4.1 Vehicular Traffic This section includes the evaluation of the Project’s potential VMT and freeway ramp queuing impacts. 4.1.1 Vehicle Miles Traveled Impact TRANS-1: Based on OPR and City of South San Francisco guidelines, the Project is located within 0.5 miles of a major transit stop and is presumed to have no impact on vehicle miles traveled (VMT) under Existing Plus Project and Cumulative Plus Project conditions. (Less than Significant) As documented in Section 3.3, the Project meets all of the screening criteria to presume the impact to VMT is less than significant. The Project site is located within 0.5 miles of a major transit stop, has a FAR greater than 0.75, does not provide more parking than required by the City code, is consistent with the RTP/SCS Plan Bay Area, and does not replace affordable housing units with market-rate units. Additionally, the Project has prepared a TDM plan, as required by the City. The TDM Plan serves to encourage non-auto trips and specifically seeks to reduce non-drive-alone vehicle trips which will help to further reduce the Project’s impact on VMT. Mitigation Measures: None Required 4.1.2 Freeway Ramp Queuing Impact TRANS-2: Development of the Project would not cause vehicle queues approaching a given movement downstream of Caltrans freeway facilities to exceed existing storage space for that movement or add vehicle trips to existing freeway off- ramp vehicle queues that exceed storage capacity resulting in a potentially hazardous condition under Existing Plus Project and Cumulative Plus Project conditions. (Less than Significant) As documented in Section 3.5, Project vehicle trips that could affect with the freeway mainline are concentrated at the US-101 Southbound off-ramp at Produce Avenue and the US-101 Northbound off- ramp at South Airport Boulevard, but Project trips would not exceed ramp storage capacities and interfere with the freeway mainline. Therefore, the Project would have a less-than-significant impact on freeway ramp queuing under Existing Plus Project conditions and would not be a cumulatively considerable contributor to significant cumulative impacts under Cumulative Plus Project conditions. 124 Airport & 100 Produce Transportation Impact Analysis July 30, 2020 23 Mitigation Measures: None required 4.2 Bicycle, Pedestrian, and Transit Impact TRANS-3: Development of the Project would not conflict with adopted plans and programs under Existing Plus Project and Cumulative Plus Project conditions. (Less than Significant) The Project would not produce a detrimental impact to existing bicycle or pedestrian facilities or conflict with adopted policies in adopted city plans summarized in Appendix B. Therefore, the Project’s impacts to walking and biking are less-than-significant under Existing Plus Project conditions and the Project would not be a cumulatively considerable contributor to significant cumulative impacts under Cumulative Plus Project conditions. Implementation of Improvement Measure TRANS-1 would improve pedestrian and bicycle access to the project site and would be consistent with relevant City plans and policies. Mitigation Measures: None required The Project does not conflict with any adopted plans or programs and no mitigation measure is required. However, the following improvement measure supports and enhances the accessibility of the Project site. Components of Improvement Measure TRANS-1 are shown in Figure 4-1. IMPROVEMENT MEASURE TRANS-1 The applicant may provide funding toward the City’s design and construction of the following off-site improvements to support the connectivity of the Project site, improve accessibility to high-quality transit, and enhance the Project’s first- and last-mile TDM strategies necessary to support auto trip reduction measures. · The Project may contribute towards the installation of pedestrian-scale lighting along both sidewalks of the Airport Boulevard undercrossing directly to the north of the Project site. This improvement would provide a safer and more supportive pedestrian route connecting the Project site and the Caltrain Station and downtown South San Francisco. · The Project may contribute towards the construction of new Class IV bicycle lanes on Airport Boulevard between Miller Avenue and San Mateo Avenue. This improvement would include striping new bicycle lanes. New protected bicycle lanes would support enhanced bicycle access to and from the Project site, as identified in the draft Active South City Bicycle and Pedestrian Master Plan. Impact TRANS-4: Project development or Project traffic would not produce a detrimental impact to local transit or shuttle service under Existing Plus Project and Cumulative Plus Project conditions. (Less than Significant) The Project would not produce a detrimental impact to existing transit facilities or conflict with adopted policies in adopted city plans summarized in Appendix B. Therefore, the Project’s impacts to transit are 124 Airport & 100 Produce Transportation Impact Analysis July 30, 2020 24 less-than-significant under Existing Plus Project conditions and the Project would not be a cumulatively considerable contributor to significant cumulative impacts under Cumulative Plus Project conditions. Implementation of Improvement Measure TRANS-1 would improve access between the Project site and existing/future transit stops and would be consistent with relevant City plans and policies. Mitigation Measures: None required 4.3 Hazards Impact TRANS-5: Development of the Project may substantially increase hazards due to a geometric design feature under Existing Plus Project and Cumulative Plus Project conditions. (Less than Significant with Mitigation) The Project design does not create any new geometric design features that cause hazards. The Project provides two right-in right-out only driveways off Airport Boulevard and two full-access driveways off San Mateo Avenue. The driveways on Airport Boulevard do not change the existing roadway geometry, while the San Mateo Avenue driveways include short (approximately 50 feet) left-turn pockets. Sight distance at the proposed driveways is not expected to change from what is available under existing conditions and is expected to be adequate for drivers exiting the project site and for pedestrians crossing the driveways. Any future vegetation located within the sight triangles at driveways should be maintained so as not to restrict drivers sight distance when exiting the driveways. The Project may worsen an existing hazard by generating new person trips that use the existing slip lanes at the Airport Boulevard/Produce Avenue/San Mateo Avenue intersection, which may exacerbate conflicts between vehicles, pedestrians, and bicyclists given the wide turning radii, relatively high speeds, yield- control, and lack of separation of bicycle movements. Therefore, the Project would have a significant impact on hazards under Existing Plus Project conditions and Cumulative Plus Project conditions. Mitigation Measures: The following mitigation measure seeks to reduce the hazard at the Airport Boulevard/Produce Avenue/San Mateo Avenue intersection for pedestrians, bicyclists, and motorists. Components of Mitigation Measure TRANS-1 are shown in Figure 4-1. MITIGATION MEASURE TRANS-1 The applicant shall design and construct the following off-site improvement to the satisfaction of the City to reduce hazards to Project-generated person trips. · The Project shall remove the northwestern and southwestern slip lanes at the intersection of Airport Boulevard/San Mateo Avenue/Produce Avenue, as identified in the design concepts by the City of South San Francisco shown in Figure 3-1. This mitigation would replace these slip lanes with tighter curb radii, add directional curb ramps, stripe high-visibility continental crosswalks, and stripe southbound and eastbound bicycle lane approaches at the intersection. Removing slip lanes would help slow right-turning vehicles, providing a safer experience for bicycles and pedestrians. Enhanced crosswalks will also provide shorter crossing distances for pedestrians, reducing their 124 Airport & 100 Produce Transportation Impact Analysis July 30, 2020 25 exposure to vehicle traffic. The Project shall review existing intersection signal timing and adjust if necessary, to accommodate the new pedestrian crossing times. Significance after mitigation: Implementation of Mitigation Measure TRANS-1 would reduce the Project’s impacts to hazards to less-than-significant under Existing Plus Project conditions and less than cumulatively considerable under Cumulative Plus Project conditions. 4.4 Emergency Access Impact TRANS-6: Development of the Project would not result in inadequate emergency access under Existing Plus Project and Cumulative Plus Project conditions. (Less than Significant) Vehicle trips generated by the Project would represent a very small percentage of overall daily and peak hour traffic on roadways and freeways in the study area. The Project generates 61 AM peak hour and 87 PM peak hour net new vehicle trips which are distributed to study intersections. Project-added vehicle trips represent approximately one percent of entering volumes at study intersections during the peak hours. The Project does not include features that would alter emergency vehicle access routes or roadway facilities; fire and police vehicles would continue to have access to all facilities around the entire city. Upon construction, emergency vehicles would have full access to the Project site. Therefore, the Project is expected not to result in inadequate emergency access, and the Project’s impacts to emergency access are less-than-significant under Existing Plus Project conditions and less than cumulatively considerable under Cumulative Plus Project conditions. Mitigation Measures: None required £[101 N:\Projects\2020_Projects\SF20-1088_PS-Business-Park-EIR\Graphics Figure 4-1 EAST OF101Gateway BlvdAirport BlvdLinden AveGrand A v e San Mateo AveS Linden AveMitchell Ave Produce AveN Canal S t Shaw Rd S A i rpo r t B l vd Utah Ave Project Site Improvement Areas Improvement: Contribute towards constructing pedestrian lighting along sidewalks in Airport Boulevard tunnel under railroad tracks Mitigation: Remove northwest and southwest right-turn slip lanes at Airport Boulevard/San Mateo Avenue/Produce Avenue intersection and reconstruct curbs and crossings Improvement: Contribute towards constructing new Class IV bicycle lanes on Airport Boulevard between San Mateo Avenue and Miller Avenue 1 2 3 1 2 3 Project Mitigation and Improvement Measures Appendix A: VMT Technical Context Senate Bill 743 (Stats. 2013, ch. 386) (SB 743) is intended to better align CEQA transportation impact analysis practices and mitigation outcomes with the State’s goals to reduce greenhouse gas (GHG) emissions, encourage infill development, and improve public health through more active transportation. The law creates several key statewide changes to the California Environmental Quality Act (CEQA). First, the law requires the Governor’s Office of Planning and Research (OPR) to establish new metrics for determining the significance of transportation impacts of projects within transit priority areas (TPAs) and allows OPR to extend use of the metrics beyond TPAs. OPR selected vehicle miles of travel (VMT) as the preferred transportation impact metric and applied their discretion to require its use statewide. Second, this legislation establishes that aesthetic and parking impacts of a residential, mixed-use residential, or employment center projects on an infill site within a TPA shall not be considered significant impacts on the environment. Third, the new CEQA Guidelines that implement this legislation state that generally, vehicle miles traveled is the most appropriate measure of transportation impacts, and that as of July 1, 2020, this requirement shall apply statewide, but that until that date, lead agencies may elect to rely on VMT rather than LOS to analyze transportation impacts. Finally, the law establishes a new CEQA exemption for a residential, mixed-use, and employment center project a) within a transit priority area, b) consistent with a specific plan for which an EIR has been certified, and c) consistent with a Sustainable Communities Strategy (SCS). This exemption requires further review if the project or circumstances changes significantly. To aid in SB 743 implementation, the following state guidance has been produced: • Technical Advisory on Evaluating Transportation Impacts in CEQA, California Governor’s Office of Planning and Research, December 20181 • California Air Resources Board (CARB) 2017 Scoping Plan-Identified VMT Reductions and Relationship to State Climate Goals, California Air Resources Board, January 20192 • Local Development – Intergovernmental Review Program Interim Guidance, Implementing Caltrans Strategic Management Plan 2015-2020 Consistent with SB 743, Caltrans, November 9, 20163 The California Air Resources Board 2017 Scoping Plan-Identified VMT Reductions and Relationship to State Climate Goals provides recommendations for VMT reduction thresholds that would be necessary to achieve the State’s GHG reduction goals. CARB finds per-capita light-duty vehicle travel would need to be 1 http://opr.ca.gov/docs/20190122-743_Technical_Advisory.pdf 2 https://ww2.arb.ca.gov/sites/default/files/2019-01/2017_sp_vmt_reductions_jan19.pdf 3 https://dot.ca.gov/programs/transportation-planning/office-of-smart-mobility-climate-change/sb-743 approximately 16.8 percent lower than existing by 2050, and overall per-capita vehicle travel would need to be approximately 14.3 percent lower than existing levels by 2050 under that scenario. CARB also acknowledges that the SCS targets are not sufficient to meet climate goals. As stated in the report, “…the full reduction needed to meet our climate goals is an approximately 25 percent reduction in statewide per capita on-road light-duty transportation-related GHG emissions by 2035 relative to 2005.” OPR considered this research when developing recommended VMT thresholds. In the Technical Advisory on Evaluating Transportation Impacts in CEQA (December 2018), OPR recommends that a per capita or per employee VMT that is 15 percent below that of existing development may be a reasonable threshold. This threshold is based on the above mentioned research documents from CARB as well as evidence that suggests a 15 percent reduction in VMT is achievable at the project level in a variety of place types4 and would help the State towards achieving its climate goals. However, each jurisdiction must apply the statewide VMT analysis guidance based on available travel data and tools. 4 CAPCOA (2010) Quantifying Greenhouse Gas Mitigation Measures, p. 55, available at http://www.capcoa.org/wp- content/uploads/2010/11/CAPCOA-Quantification-Report-9-14-Final.pdf Appendix B: Relevant Plans & Policies Agencies with Jurisdiction over Transportation in South San Francisco The City of South San Francisco has jurisdiction over all local City streets and City-operated traffic signals within the study area. Several regional agencies, including the City/County Association of Governments of San Mateo County (C/CAG), the Congestion Management Agency in San Mateo County, and the Metropolitan Transportation Commission (MTC), coordinate and establish funding priorities for regional transportation improvement programs. Freeways serving South San Francisco (U.S. 101, I-380, and I-280), associated local freeway ramps, and local surface highway segments (SR-82) are under the jurisdiction of the State of California Department of Transportation (Caltrans). Transit service providers such as BART, Caltrain, SamTrans, and the Water Emergency Transportation Authority (ferry service), have jurisdiction over their respective services. These agencies, their responsibilities, and funding sources are more specifically described below. City of South San Francisco The City of South San Francisco is responsible for planning, constructing, and maintaining local public- serving transportation facilities, including all City streets, City-operated traffic signals, sidewalks, and bicycle facilities. These local services are funded primarily by gas-tax revenue and land development Impact Fees. San Mateo City/County Association of Governments (C/CAG) C/CAG is the Congestion Management Agency (CMA) for San Mateo County authorized to set State and federal funding priorities for improvements affecting the San Mateo County Congestion Management Program (CMP) roadway system. The C/CAG-designated CMP roadway system in South San Francisco include SR 82 (El Camino Real), U.S. 101, I-380, and I-280. C/CAG has set the level of service standards for U.S. 101 segments in the vicinity of the Project site. C/CAG has adopted guidelines to reduce the number of net new vehicle trips generated by new land development. These guidelines apply to all developments that generate 100 or more net new peak-hour vehicular trips on the CMP network and are subject to CEQA review. The goal of the guidelines is that the developer and/or tenants will reduce the demand for all new peak hour trips (including the first 100 trips) projected to be generated by the development. Peninsula Traffic Congestion Relief Alliance (Commute.org) The Alliance is a joint powers authority dedicated to implementing transportation demand management programs in San Mateo County and providing alternatives to single-occupant auto travel, including both commuter and community shuttles. A Board of Directors consisting of elected officials from each of its 17- member cities and one representative from the County Board of Supervisors governs the Alliance. The Alliance manages 26 shuttle routes in San Mateo County. In South San Francisco, the Alliance runs seven first- and last-mile weekday peak hour and direction commuter routes that connect riders with the South San Francisco Caltrain and BART stations, and the South San Francisco Bay Ferry (WETA) terminal. California Department of Transportation (Caltrans) Caltrans has authority over the State highway system, including mainline facilities, interchanges, and arterial State routes. Caltrans approves the planning and design of improvements for all State-controlled facilities. Caltrans facilities in South San Francisco include US-101 and its interchanges, I-280 and its interchanges, I- 380 and its interchanges, and SR 82 (El Camino Real). SamTrans The San Mateo County Transit District (SamTrans) is the primary public transportation provider in San Mateo County. SamTrans manages local and regional bus service, paratransit services, and Caltrain commuter rail. There are over 50 routes in the county that can be categorized as community, express, BART connection, Caltrain connection, and BART and Caltrain connection routes. Caltrain Caltrain operates 50 miles of commuter rail between San Francisco and San Jose, and limited service trains to Morgan Hill and Gilroy during weekday commute periods and directions. Caltrain is governed through the Peninsula Corridor Joint Powers Board and managed by SamTrans. On weekdays, Caltrain operates approximately 100 trains per day of local, limited stop, and Baby Bullet express service in both directions. The South San Francisco station is currently served by two limited-stop trains per hour during peak weekday commute periods and directions. Water Emergency Transit Agency (WETA) The San Francisco Bay Area Water Emergency Transportation Authority (WETA) operates the San Francisco Bay Ferry, a regional ferry service on the San Francisco Bay and coordinates water transit response to regional emergencies. WETA provides public ferry service to the cities of Alameda, Oakland, San Francisco, South San Francisco, and Vallejo. Relevant Plans and Policies State of California Senate Bill 743 Discussed in Appendix A. City of South San Francisco General Plan Transportation Chapter The City of South San Francisco General Plan (1999) defines transportation and land use policies for the City. The General Plan establishes transportation policies pertinent to the Project, including: • 4.2-G-1: Undertake efforts to enhance transportation capacity, especially in growth and emerging employment areas such as in the East of 101 area. • 4.2-G-10 Make efficient use of existing transportation facilities and, through the arrangement of land uses, improved alternate modes, and enhanced integration of various transportation systems serving South San Francisco, strive to reduce the total vehicle-miles traveled. • 4.2-1-10: Design roadway improvements and evaluate development proposals based on LOS standards. • 4.3-I-16 Favor Transportation Systems Management programs that limit vehicle use over those that extend the commute hour. The City of South San Francisco’s General Plan is currently being updated through the Shape SSF General Plan 2040 public engagement process and is targeted for adoption in late 2021. Since the update is underway, this document refers to policies and programs from the approved 1999 general plan and relevant adopted amendments. South San Francisco Complete Streets Policy The City of South San Francisco adopted its Complete Streets Policy (2012) to serve all street users: • Resolution 86-2012: Create and maintain complete streets that provide safe, comfortable, and convenient travel along and across streets including streets, roads, highways, bridges, and other portions of the transportation system through a comprehensive, integrated transportation network that serves all categories of users, including pedestrians, bicyclists, persons with disabilities, motorists, movers of commercial goods, users and operators of public transportation, seniors, children, youth, and families. • The Complete Streets Policy was incorporated into the amended General Plan and includes the following policy related to the Project: • 4.2-I-11: In all street projects include infrastructure that improves transportation options for pedestrians, bicyclists, and users of public transportation of all ages and abilities. Incorporate this infrastructure into all construction, reconstruction, retrofit, maintenance, alteration, and repair of streets, bridges, and other portions of the transportation network. South San Francisco Bicycle Master Plan The City of South San Francisco Bicycle Master Plan (2011) identifies and prioritizes street improvements to enhance bicycle access. The plan analyzes bicycle demand and gaps in bicycle facilities and recommends improvements and programs for implementation. The Bicycle Master Plan establishes the following policy related to the Project: • 3.2-1: All development projects shall be required to conform to the Bicycle Transportation Plan goals, policies and implementation measures. South San Francisco Pedestrian Master Plan The City of South San Francisco Pedestrian Master Plan (2012) identifies and prioritizes street improvements to enhance pedestrian access. The plan analyzes pedestrian demand and gaps in pedestrian facilities and recommends improvements and programs for implementation. The Pedestrian Master Plan establishes the following policy related to the Project: • Policy 3.2: Pedestrian facilities and amenities should be provided at schools, parks, and transit stops, and shall be required to be provided at private developments, including places of work, commercial shopping establishments, parks, community facilities and other pedestrian destinations. South San Francisco Transportation Demand Management Ordinance The City of South San Francisco TDM Ordinance (Ord. 1432 § 2, 2010) seeks to reduce the amount of traffic generated by nonresidential development and minimize drive-alone commute trips. The ordinance establishes a performance target of 28 percent minimum alternative mode share for all nonresidential projects resulting in more than 100 average daily trips and identifies a higher threshold for projects requesting a floor area ratio (FAR) bonus. As documented in Section 1, while the City’s TDM Ordinance does not require a specific alternate mode- share (AMS) requirement for residential projects, the Project has prepared a TDM Plan, consistent with the City’s goals of increasing AMS and decreasing single occupancy vehicle traffic. C/CAG Congestion Management Program Guidelines C/CAG has adopted guidelines as a part of its Congestion Management Program (CMP), which are intended to reduce the regional traffic impacts of substantive new developments. The guidelines apply to all projects in San Mateo County that will generate 100 or more net new peak-hour trips on the CMP network and are subject to CEQA review. C/CAG calls for projects that meet the criteria to determine if a combination of acceptable measures is possible that has the capacity to “fully reduce,” through the use of a trip credit system, the demand for net new trips that the project is anticipated to generate on the CMP roadway network (including the first 100 trips). C/CAG has published a list of mitigation options in a memorandum. The Project does not generate more than 100 net new peak hour trips and therefore is not subject to C/CAG’s ordinance. Appendix C: Non-CEQA: Traffic Operations Analysis This traffic operations analysis studies the vehicle congestion effects of the Project at signalized and unsignalized intersections using level of service (LOS). LOS is a quantitative description of an intersection’s performance based on the average delay per vehicle. Intersection levels of service range from LOS A, which indicates free flow or excellent vehicle flow conditions with short delays, to LOS F, which indicates congested or overloaded vehicle flow conditions with extremely long delays. The City of South San Francisco General Plan establishes LOS A through LOS D as acceptable operations, while LOS E and LOS F are considered unsatisfactory unless there is no mitigation feasible, except at intersections within ¼ mile of rail stations or ferry terminals where LOS does not apply. LOS for the study intersections were analyzed using the Highway Capacity Manual (HCM) 2000 and 6th Edition methodology and the Synchro traffic analysis software to maintain consistency with previous studies. Due to the relatively small Project size, detailed freeway analysis was not performed unless Project trips exceeded one percent of capacity. While HCM methodology and Synchro traffic analysis software represent the state of the practice in evaluating isolated intersection operations, this methodology presents some limitations for both signalized and unsignalized intersections within a congested network. Under highly congested conditions, use of deterministic traffic modeling tools such as Synchro may not fully reflect the extent of vehicular queuing and spillover effects between intersections. To partially account for these conditions, saturated flow rates were manually adjusted based on field observations and traffic monitoring data. Similarly, these tools cannot anticipate how drivers may react to day-to-day variations in traffic conditions. Finally, this analysis is predicated on data collected on specific days; while existing conditions were counted on “typical” weekdays, traffic flows may vary by up to ten percent from day to day. The analysis results are presented for information only and are not intended to inform the environmental review process. As documented in Appendix A, VMT Technical Analysis, Senate Bill 743 stipulates that vehicle LOS and similar measures related to auto delay shall not be used as the sole basis for determining the significance of transportation impacts under the California Environmental Quality Act (CEQA). However, local agencies may continue to use vehicle congestion metrics for non-CEQA transportation planning and evaluation. Signalized Intersections The method from Chapter 16 of the Highway Capacity Manual (HCM) bases signalized intersection operations on the average control delay experienced by motorists traveling through it. Control delay incorporates delay associated with deceleration, acceleration, stopping, and moving up in the queue. This method uses various intersection characteristics (such as traffic volumes, lane geometry, and signal phasing) to estimate the average control delay. Table C.1 summarizes the relationship between average delay per vehicle and LOS for signalized intersections according to the HCM 6th Edition methodology. Table C-1 Signalized Intersection LOS Criteria Level of Service Description Average Control Delay Per Vehicle (Seconds) A Operations with very low delay occurring with favorable progression and/or short cycle length. ≤ 10 B Operations with low delay occurring with good progression and/or short cycle lengths. > 10 and ≤ 20 C Operations with average delays resulting from fair progression and/or longer cycle lengths. Individual cycle failures begin to appear. > 20 and ≤ 35 D Operations with longer delays due to a combination of unfavorable progression, long cycle lengths, or high volume-to- capacity (V/C) ratios. Many vehicles stop and individual cycle failures are noticeable. > 35 and ≤ 55 E Operations with high delay values indicating poor progression, long cycle lengths, and high V/C ratios. Individual cycle failures are frequent occurrences. > 55 and ≤ 80 F Operation with delays unacceptable to most drivers occurring due to over saturation poor progression, or very long cycle lengths. > 80 Source: Transportation Research Board, 2016. Highway Capacity Manual 6th Edition Unsignalized Intersections Traffic conditions at the unsignalized study intersections (stop sign and yield sign-controlled intersections) were evaluated using the method from Chapter 17 of the HCM. With this method, operations are defined by the average control delay per vehicle (measured in seconds) for each stop-controlled approach that must yield the right-of-way. At four-way stop-controlled intersections, the control delay is calculated for the entire intersection and for each approach. The delays and corresponding LOS for the entire intersection are reported. At two-way stop-controlled intersections the movement with the highest delay and corresponding LOS is reported. Table C.2 summarizes the relationship between delay and LOS for unsignalized intersections. Table C-2 Unsignalized Intersection LOS Criteria Level of Service Description Average Control Delay Per Vehicle (Seconds) A Little or no traffic delays. ≤ 10 B Short traffic delays. > 10 and ≤ 15 C Average traffic delays. > 15 and ≤ 25 D Long traffic delays. > 25 and ≤ 35 E Very long traffic delays. > 35 and ≤ 50 F Extreme traffic delays with intersection capacity exceeded. > 50 Source: Transportation Research Board, 2016. Highway Capacity Manual 6th Edition Traffic Operations Policy The City of South San Francisco’s General Plan includes the following traffic operations polices relevant to the Project traffic operations analysis, including: • 4.2-G-15 Strive to maintain LOS D or better on arterial and collector streets, at all intersections and on principal arterials in the CMP during peak hours. • 4.2-G-16 Accept LOS E or F after finding that: there is no practical and feasible way to mitigate the lower level of service; and, the uses resulting in the lower level of service are of clear, overall public benefit. • 4.2-G-17 Exempt development within one-quarter mile of a Caltrain or BART station, or a City- designated ferry terminal, from LOS standards. Analysis Scenarios This analysis evaluates weekday AM peak hour traffic period between 7:00 AM and 9:00 AM and the weekday PM peak hour traffic periods between 4:00 PM and 6:00 PM. Counts were conducted during July 2019. Study intersections were evaluated for the following scenarios: • Existing Conditions: Existing November 2019 traffic volumes for local roadways. • Plus Project Conditions: Existing traffic volumes plus new traffic from the Project, with and without reconfiguration of Produce Avenue/San Mateo Avenue/Airport Boulevard intersection. • Cumulative No Project Conditions: Projected conditions in 2040 without the Project, with and without reconfiguration of Produce Avenue/San Mateo Avenue/Airport Boulevard intersection. • Cumulative Plus Project Conditions: Projected conditions in 2040 with the Project, with and without reconfiguration of Produce Avenue/San Mateo Avenue/Airport Boulevard intersection. Study Locations Study locations were selected for evaluation for the Project. The study area for the traffic analysis was selected based on local traffic patterns, trip assignment forecasts, input from the City of South San Francisco, and engineering judgment, to capture the transportation facilities where motorists are likely to experience impacts due to a net increase of trips associated with the Project. The study intersections are listed below and shown on Figure 1-1 and listed below. 1. Produce Avenue / San Mateo Avenue / Airport Boulevard 2. Airport Boulevard / Mitchell Avenue / Gateway Boulevard 3. US-101 Northbound Ramps / South Airport Boulevard / Wondercolor Lane Existing Conditions Scenarios The existing conditions section include the existing no project and existing plus project scenarios. Figure C-1 shows the existing lane configuration, traffic control, and weekday AM and PM peak hour traffic volume breakdown by movement at each of the eight study intersections. The Project trip generation and distribution estimates and methodologies are presented in Section 3, Transportation Analysis. The trip distribution assumptions, as described in Section 3.4 were used as the basis for assigning Project-generated vehicle trips to the local transportation network and three study intersections. Figure 3-3, Project Trip Assignment, presents vehicle trip assignment at the three study intersections and Figures C-2, C-3, and C-4 show Existing Plus Project volumes under each scenario. Figure 3-1 shows the geometry modifications as a part of the Produce Avenue/Utah Avenue interchange project. Table C-3 presents level of service conditions for the study intersections under existing and existing plus project scenarios (with and without reconfiguration of Produce Avenue/San Mateo Avenue/Airport Boulevard intersection). All intersections operate at LOS D or better during AM and PM peak hours in both scenarios except for intersection #1 Produce Avenue / San Mateo Avenue / Airport Boulevard. Project traffic does not cause any intersection to operate at LOS E or F that was not already operating at these levels and does not add more than four seconds of delay to intersections that already operate at LOS E or F without the Project. Both reconfiguration alternatives have minimal impacts on the intersection operations. Cumulative Conditions Scenarios The cumulative conditions section includes the cumulative no project and cumulative plus project scenarios, with and without reconfiguration of Produce Avenue/San Mateo Avenue/Airport Boulevard intersection. Figures C-5, C-6, and C-7 show cumulative no project weekday AM and PM peak hour traffic volumes that were obtained from the City of South San Francisco travel model for the year 2040 under each scenario. Figures C-8, C-9, and C-10 show Cumulative Plus Project volumes under each scenario during weekday AM and PM peak hours. Table C-4 presents level of service at the three study intersections under all Cumulative Conditions scenarios. Some intersection operate at LOS E or F under Cumulative No Project conditions. However, the addition of Project trips does not cause any intersection to degrade from LOS D or better to LOS E or F. Additionally, Project-generated traffic does not add more than four seconds of delay to those intersections that already operate at LOS E or F without the Project. Table C-3 Peak Hour Intersection Levels of Service: Existing Conditions Scenarios Intersection Traffic Control Peak Hour Existing Conditions Existing Plus Project Existing Plus Project (Alt 5) Existing Plus Project (Alt 6) Delay LOS Delay LOS Delay LOS Delay LOS 1 Produce Avenue/San Mateo Avenue/Airport Boulevard Signal AM 37 D 37 D 37 D 38 D PM 65 E 65 E 65 E 68 E 2 Airport Boulevard/Mitchell Avenue/Gateway Boulevard Signal AM 44 D 44 D 44 D 44 D PM 51 D 51 D 51 D 51 D 3 US101 Northbound Ramps/South Airport Boulevard/Wondercolor Lane Signal AM 28 C 28 C 28 C 28 C PM 29 C 29 C 29 C 29 C Notes: Bold indicates unacceptable LOS E or F. Delay reported as seconds per vehicle. LOS based on the methodology in the Highway Capacity Manual 6th Edition. Intersection 3 was analyzed based on HCM 2000. The delay shown in the weighted average for all movements in seconds per vehicle. Calculations based on signal timing provided by the City of South San Francisco from November 2019 Table C-4 Peak Hour Intersection Levels of Service: Cumulative Conditions Scenarios Intersection Traffic Control Peak Hour Cumulative Conditions Cumulative Plus Project Cumulative Conditions (Alt 5) Cumulative Plus Project (Alt 5) Cumulative Conditions (Alt 6) Cumulative Plus Project (Alt 6) Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS 1 Produce Avenue/San Mateo Avenue/Airport Boulevard Signal AM 38 D 38 D 34 C 35 C 40 D 42 D PM >80 F >80 F 69 E 69 E >80 F >80 F 2 Airport Boulevard/Mitchell Avenue/Gateway Boulevard Signal AM 55 E 55 E 41 D 42 D 64 E 64 E PM >80 F >80 F >80 F >80 F >80 F >80 F 3 US101 Northbound Ramps/South Airport Boulevard/Wondercolor Lane Signal AM 31 C 32 C 32 C 32 C 32 C 32 C PM 37 D 37 D 36 D 36 D 36 D 36 D Notes: Bold indicates unacceptable LOS E or F. Delay reported as seconds per vehicle. LOS based on the methodology in the Highway Capacity Manual 6th Edition. Intersection 3 was analyzed based on HCM 2000. The delay shown in the weighted average for all movements in seconds per vehicle. Calculations based on signal timing provided by the City of South San Francisco from November 2019 Figure C-1 Existing Intersection Volumes160 (101)39 (15)404 (269)122 (169) 182 (169) 147 (200)98 (130)644 (827)202 (158)168 (378) 167 (224) 307 (760) 1. Airport Blvd./Produce Ave./ San Mateo Ave./So. Airport Blvd.330 (486)456 (192)349 (61)96 (50) 314 (100) 368 (391)187 (521)116 (189)22 (5)18 (14) 159 (355) 29 (58) 2. Gateway Blvd./So. Airport Blvd./ So. Airport Blvd./Mitchell Ave.199 (357)221 (335)16 (45)829 (381) 18 (24) 670 (271)118 (172)427 (489)24 (29)14 (29) 9 (44) 11 (31) 3. So. Airport Blvd./101 On/Off Ramps/ Watercolor Ln San Mateo Ave.So. Airport Blvd.Airport Blvd.Produce Ave.So. Airport Blvd.Mitchell Ave.Gateway Blvd.So. Airport Blvd.101 On/Off Ramps Watercolor LnSo. Airport Blvd.Source: path:ace abcfaccfabcfaace aefacfaeace abffaccfbf#Study Intersection Lane Configurationacf Peak Hour Traffic VolumeAM(PM)STOP Stop Sign Signalized Figure C-2 Existing Plus Project Intersection Volumes160 (109)39 (15)404 (269)157 (180) 193 (172) 158 (203)98 (161)644 (827)202 (158)168 (378) 167 (238) 307 (760) 1. Airport Blvd./Produce Ave./ San Mateo Ave./So. Airport Blvd.330 (499)456 (192)349 (61)96 (51) 314 (100) 376 (393)187 (522)116 (189)22 (5)18 (14) 159 (355) 29 (58) 2. Gateway Blvd./So. Airport Blvd./ So. Airport Blvd./Mitchell Ave.199 (357)221 (338)16 (45)829 (391) 18 (24) 670 (271)122 (173)431 (490)24 (29)14 (29) 9 (44) 11 (31) 3. So. Airport Blvd./101 On/Off Ramps/ Wondercolor Ln San Mateo Ave.So. Airport Blvd.Airport Blvd.Produce Ave.So. Airport Blvd.Mitchell Ave.Gateway Blvd.So. Airport Blvd.101 On/Off Ramps Wondercolor LnSo. Airport Blvd.ace abcfaccfabcfaace aefacfaeace abffaccfbf#Study Intersection Lane Configurationacf Peak Hour Traffic VolumeAM(PM)STOP Stop Sign Signalized Figure C-3 Existing Plus Project with Reconfiguration Alternative 5 Volumes160 (109)39 (15)404 (269)157 (180) 193 (172) 158 (203)98 (161)644 (827)202 (158)168 (378) 167 (238) 307 (760) 1. Airport Blvd./Produce Ave./ San Mateo Ave./So. Airport Blvd.330 (499)456 (192)349 (61)98 (51) 314 (100) 376 (393)187 (522)116 (189)22 (5)18 (14) 159 (355) 29 (58) 2. Gateway Blvd./So. Airport Blvd./ So. Airport Blvd./Mitchell Ave.199 (357)221 (338)16 (45)829 (391) 18 (24) 670 (271)122 (173)431 (490)24 (29)14 (29) 9 (44) 11 (31) 3. So. Airport Blvd./101 On/Off Ramps/ Wondercolor Ln San Mateo Ave.So. Airport Blvd.Airport Blvd.Produce Ave.So. Airport Blvd.Mitchell Ave.Gateway Blvd.So. Airport Blvd.101 On/Off Ramps Wondercolor LnSo. Airport Blvd.accf abcfaccfabcfaace aefacfaeace abffaccfbf#Study Intersection Lane Configurationacf Peak Hour Traffic VolumeAM(PM)STOP Stop Sign Signalized Figure C-4 Existing Plus Project with Reconfiguration Alternative 6 Volumes160 (109)39 (15)404 (269)157 (180) 193 (172) 158 (203)98 (161)644 (827)202 (158)168 (378) 167 (238) 307 (760) 1. Airport Blvd./Produce Ave./ San Mateo Ave./So. Airport Blvd.330 (499)456 (192)349 (61)98 (51) 314 (100) 376 (393)187 (522)116 (189)22 (5)18 (14) 159 (355) 29 (58) 2. Gateway Blvd./So. Airport Blvd./ So. Airport Blvd./Mitchell Ave.199 (357)221 (338)16 (45)829 (391) 18 (24) 670 (271)122 (173)431 (490)24 (29)14 (29) 9 (44) 11 (31) 3. So. Airport Blvd./101 On/Off Ramps/ Wondercolor Ln San Mateo Ave.So. Airport Blvd.Airport Blvd.Produce Ave.So. Airport Blvd.Mitchell Ave.Gateway Blvd.So. Airport Blvd.So. Airport Blvd.accff accfaccfaacfaace aefacfaeace abffaccfbf#Study Intersection Lane Configurationacf Peak Hour Traffic VolumeAM(PM)STOP Stop Sign Signalized Figure C-5 Cumulative No Project Volumes160 (105)45 (15)440 (275)145 (170) 215 (190) 160 (205)100 (145)665 (875)230 (185)195 (415) 175 (270) 330 (870) 1. Airport Blvd./Produce Ave./ San Mateo Ave./So. Airport Blvd.335 (495)665 (275)360 (110)160 (55) 370 (140) 370 (410)235 (705)130 (365)35 (15)30 (25) 170 (400) 30 (95) 2. Gateway Blvd./So. Airport Blvd./ So. Airport Blvd./Mitchell Ave.235 (400)315 (365)20 (45)905 (445) 20 (25) 680 (295)120 (255)430 (650)30 (45)15 (30) 10 (50) 15 (35) 3. So. Airport Blvd./101 On/Off Ramps/ Watercolor Ln San Mateo Ave.So. Airport Blvd.Airport Blvd.Produce Ave.So. Airport Blvd.Mitchell Ave.Gateway Blvd.So. Airport Blvd.101 On/Off Ramps Watercolor LnSo. Airport Blvd.ace abcfaccfabcfaace aefacfaeace abffaccfbf#Study Intersection Lane Configurationacf Peak Hour Traffic VolumeAM(PM)STOP Stop Sign Signalized Figure C-6 Cumulative No Project with Reconfiguration Alternative 5 Volumes115 (85)50 (20)240 (275)185 (185) 140 (150) 140 (210)110 (95)735 (880)205 (155)225 (395) 135 (155) 255 (780) 1. Airport Blvd./Produce Ave./ San Mateo Ave./So. Airport Blvd.265 (370)650 (295)390 (110)110 (50) 275 (120) 205 (355)225 (640)130 (455)50 (20)40 (35) 170 (360) 35 (120) 2. Gateway Blvd./So. Airport Blvd./ So. Airport Blvd./Mitchell Ave.270 (355)245 (275)20 (40)930 (440) 30 (30) 705 (350)115 (270)280 (690)30 (50)15 (30) 15 (55) 15 (40) 3. So. Airport Blvd./101 On/Off Ramps/ Wondercolor Ln San Mateo Ave.So. Airport Blvd.Airport Blvd.Produce Ave.So. Airport Blvd.Mitchell Ave.Gateway Blvd.So. Airport Blvd.101 On/Off Ramps Wondercolor LnSo. Airport Blvd.accf abcfaccfabcfaace aefacfaeace abffaccfbf#Study Intersection Lane Configurationacf Peak Hour Traffic VolumeAM(PM)STOP Stop Sign Signalized Figure C-7 Cumulative No Project with Reconfiguration Alternative 6 Volumes170 (70)55 (15)445 (290)205 (215) 260 (250) 190 (290)105 (85)670 (865)240 (175)205 (360) 160 (155) 290 (850) 1. Airport Blvd./Produce Ave./ San Mateo Ave./So. Airport Blvd.295 (365)665 (310)335 (100)185 (80) 390 (160) 380 (430)230 (680)135 (405)45 (20)35 (35) 165 (370) 30 (100) 2. Gateway Blvd./So. Airport Blvd./ So. Airport Blvd./Mitchell Ave.235 (360)260 (275)20 (45)900 (425) 25 (30) 735 (360)135 (265)425 (710)35 (50)15 (30) 15 (55) 15 (40) 3. So. Airport Blvd./101 On/Off Ramps/ Wondercolor Ln San Mateo Ave.So. Airport Blvd.Airport Blvd.Produce Ave.So. Airport Blvd.Mitchell Ave.Gateway Blvd.So. Airport Blvd.So. Airport Blvd.accff accfaccfaacfaace aefacfaeace abffaccfbf#Study Intersection Lane Configurationacf Peak Hour Traffic VolumeAM(PM)STOP Stop Sign Signalized Figure C-8 Cumulative Plus Project Volumes160 (113)45 (15)440 (275)180 (181) 226 (193) 171 (208)100 (176)665 (875)230 (185)195 (415) 175 (284) 330 (870) 1. Airport Blvd./Produce Ave./ San Mateo Ave./So. Airport Blvd.335 (508)665 (275)360 (110)162 (56) 370 (140) 378 (412)235 (706)130 (365)35 (15)30 (25) 170 (400) 30 (95) 2. Gateway Blvd./So. Airport Blvd./ So. Airport Blvd./Mitchell Ave.235 (400)315 (368)20 (45)905 (455) 20 (25) 680 (295)124 (256)434 (651)30 (45)15 (30) 10 (50) 15 (35) 3. So. Airport Blvd./101 On/Off Ramps/ Watercolor Ln San Mateo Ave.So. Airport Blvd.Airport Blvd.Produce Ave.So. Airport Blvd.Mitchell Ave.Gateway Blvd.So. Airport Blvd.101 On/Off Ramps Watercolor LnSo. Airport Blvd.ace abcfaccfabcfaace aefacfaeace abffaccfbf#Study Intersection Lane Configurationacf Peak Hour Traffic VolumeAM(PM)STOP Stop Sign Signalized Figure C-9 Cumulative Plus Project with Reconfiguration Alternative 5 Volumes115 (85)50 (20)240 (275)220 (196) 149 (152) 140 (210)110 (126)735 (880)205 (155)225 (395) 135 (161) 255 (780) 1. Airport Blvd./Produce Ave./ San Mateo Ave./So. Airport Blvd.265 (375)650 (295)390 (110)112 (51) 275 (120) 212 (357)225 (641)130 (455)50 (20)40 (35) 170 (360) 35 (120) 2. Gateway Blvd./So. Airport Blvd./ So. Airport Blvd./Mitchell Ave.271 (355)245 (278)20 (40)930 (440) 30 (30) 705 (350)119 (271)283 (691)30 (52)15 (30) 15 (55) 15 (40) 3. So. Airport Blvd./101 On/Off Ramps/ Wondercolor Ln San Mateo Ave.So. Airport Blvd.Airport Blvd.Produce Ave.So. Airport Blvd.Mitchell Ave.Gateway Blvd.So. Airport Blvd.101 On/Off Ramps Wondercolor LnSo. Airport Blvd.accf abcfaccfabcfaace aefacfaeace abffaccfbf#Study Intersection Lane Configurationacf Peak Hour Traffic VolumeAM(PM)STOP Stop Sign Signalized Figure C-10 Cumulative Plus Project with Reconfiguration Alternative 6 Volumes170 (78)55 (15)445 (290)240 (226) 269 (252) 201 (293)105 (116)670 (865)240 (175)205 (360) 160 (159) 290 (850) 1. Airport Blvd./Produce Ave./San Mateo Ave./ So. Airport Blvd.295 (368)665 (310)335 (100)187 (81) 390 (160) 387 (432)230 (681)135 (405)45 (20)35 (35) 165 (370) 30 (100) 2. Gateway Blvd./So. Airport Blvd./ So. Airport Blvd./Mitchell Ave.236 (360)260 (276)20 (45)900 (427) 25 (30) 735 (360)139 (266)428 (711)35 (50)15 (30) 15 (55) 15 (40) 3. So. Airport Blvd./101 On/Off Ramps/ Wondercolor Ln San Mateo Ave.So. Airport Blvd.Airport Blvd.Produce Ave.So. Airport Blvd.Mitchell Ave.Gateway Blvd.So. Airport Blvd.So. Airport Blvd.accff accfaccfaacfaace aefacfaeace abffaccfbf#Study Intersection Lane Configurationacf Peak Hour Traffic VolumeAM(PM)STOP Stop Sign Signalized Appendix D: Synchro Reports HCM 6th Signalized Intersection Summary 1: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.05/26/2020 PS Business Park 8:00 am 11/15/2019 Existing Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 122 182 147 307 167 168 160 39 404 202 644 98 Future Volume (veh/h) 122 182 147 307 167 168 160 39 404 202 644 98 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 1441 1441 1441 1618 1618 1618 1796 1796 1796 1811 1811 1811 Adj Flow Rate, veh/h 107 222 0 323 176 0 168 41 0 213 678 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 31 31 31 19 19 19 777666 Cap, veh/h 148 311 471 247 198 870 523 1551 Arrive On Green 0.11 0.11 0.00 0.05 0.05 0.00 0.12 0.25 0.00 0.30 0.45 0.00 Sat Flow, veh/h 1372 2881 1221 3083 1618 1372 1711 3503 0 1725 3441 1535 Grp Volume(v), veh/h 107 222 0 323 176 0 168 41 0 213 678 0 Grp Sat Flow(s),veh/h/ln 1372 1441 1221 1541 1618 1372 1711 1706 0 1725 1721 1535 Q Serve(g_s), s 7.9 7.8 0.0 10.8 11.2 0.0 10.1 1.0 0.0 10.3 14.2 0.0 Cycle Q Clear(g_c), s 7.9 7.8 0.0 10.8 11.2 0.0 10.1 1.0 0.0 10.3 14.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 148 311 471 247 198 870 523 1551 V/C Ratio(X) 0.72 0.71 0.69 0.71 0.85 0.05 0.41 0.44 Avail Cap(c_a), veh/h 289 606 611 321 293 870 523 1551 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.88 0.88 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 45.3 45.3 0.0 47.4 47.6 0.0 45.5 29.5 0.0 29.1 19.7 0.0 Incr Delay (d2), s/veh 2.5 1.1 0.0 1.9 4.5 0.0 9.5 0.0 0.0 0.2 0.9 0.0 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 2.8 2.8 0.0 4.6 5.2 0.0 4.7 0.4 0.0 4.2 5.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.8 46.4 0.0 49.3 52.0 0.0 55.0 29.5 0.0 29.3 20.6 0.0 LnGrp LOS D D D D D C C C Approach Vol, veh/h 329 A 499 A 209 A 891 A Approach Delay, s/veh 46.8 50.2 50.0 22.7 Approach LOS DDDC Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 16.2 52.2 15.9 36.7 31.7 20.7 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 18.0 26.0 22.1 19.1 * 25 20.8 Max Q Clear Time (g_c+I1), s 12.1 16.2 9.9 12.3 3.0 13.2 Green Ext Time (p_c), s 0.2 3.5 0.9 0.2 0.1 1.6 Intersection Summary HCM 6th Ctrl Delay 36.9 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. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 2: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.05/26/2020 PS Business Park 8:00 am 11/15/2019 Existing Synchro 10 Report CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 96 314 368 29 159 18 330 456 349 22 116 187 Future Volume (veh/h) 96 314 368 29 159 18 330 456 349 22 116 187 Initial Q (Qb), veh 0 13 0000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1722 1722 1722 1574 1574 1574 1811 1811 1811 1663 1663 1663 Adj Flow Rate, veh/h 103 338 119 31 171 15 355 490 0 24 125 15 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, % 12 12 12 22 22 22 6 6 6 16 16 16 Cap, veh/h 226 408 339 85 213 19 1440 1481 164 172 139 Arrive On Green 0.04 0.07 0.07 0.06 0.15 0.15 0.45 0.45 0.00 0.10 0.10 0.10 Sat Flow, veh/h 1640 1722 1430 1499 1422 125 3346 3532 0 1584 1663 1338 Grp Volume(v), veh/h 103 338 119 31 0 186 355 490 0 24 125 15 Grp Sat Flow(s),veh/h/ln 1640 1722 1430 1499 0 1546 1673 1721 0 1584 1663 1338 Q Serve(g_s), s 6.5 20.4 8.3 2.1 0.0 12.2 6.9 9.7 0.0 1.4 7.6 1.1 Cycle Q Clear(g_c), s 6.5 20.4 8.3 2.1 0.0 12.2 6.9 9.7 0.0 1.4 7.6 1.1 Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 226 408 339 85 0 232 1440 1481 164 172 139 V/C Ratio(X) 0.46 0.83 0.35 0.36 0.00 0.80 0.25 0.33 0.15 0.72 0.11 Avail Cap(c_a), veh/h 201 426 354 144 0 364 1492 1534 353 371 298 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.89 1.00 0.00 1.00 0.83 0.83 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.3 47.9 40.8 47.7 0.0 43.1 19.1 19.9 0.0 42.8 45.6 42.7 Incr Delay (d2), s/veh 0.6 10.9 0.4 1.0 0.0 3.1 0.3 0.5 0.0 0.2 2.2 0.1 Initial Q Delay(d3),s/veh 0.0 42.7 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 2.8 17.0 3.1 0.8 0.0 4.8 2.7 4.0 0.0 0.6 3.2 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.9 101.5 41.2 48.7 0.0 46.2 19.4 20.4 0.0 43.0 47.8 42.8 LnGrp LOS D F D D A D B C D D D Approach Vol, veh/h 560 217 845 A 164 Approach Delay, s/veh 78.6 46.6 20.0 46.6 Approach LOS E D B D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.0 27.8 51.4 17.5 20.3 15.8 Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9 Max Green Setting (Gmax), s 10.1 26.0 27.4 11.4 * 25 23.4 Max Q Clear Time (g_c+I1), s 4.1 22.4 11.7 8.5 14.2 9.6 Green Ext Time (p_c), s 0.0 0.7 2.8 0.0 0.4 0.4 Intersection Summary HCM 6th Ctrl Delay 44.0 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 3: So. Airport Blvd. & 101 On/Off Ramps/Watercolor Ln 05/26/2020 PS Business Park 8:00 am 11/15/2019 Existing Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 829 18 670 11 9 14 199 221 16 24 427 118 Future Volume (vph) 829 18 670 11 9 14 199 221 16 24 427 118 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1633 1641 2707 1695 1461 1656 3264 1626 3252 1421 Flt Permitted 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1633 1641 2707 1695 1461 1656 3264 1626 3252 1421 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 873 19 705 12 9 15 209 233 17 25 449 124 RTOR Reduction (vph) 0 0 451 0 0 14 0400097 Lane Group Flow (vph) 445 447 254 0 21 1 209 246 0 25 449 27 Confl. Peds. (#/hr) 2 17 Confl. Bikes (#/hr)32 Heavy Vehicles (%) 5% 5% 5% 9% 9% 9% 9% 9% 9% 11% 11% 11% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 6 Actuated Green, G (s) 31.4 31.4 31.4 6.7 6.7 15.5 31.5 2.8 18.8 18.8 Effective Green, g (s) 31.4 31.4 31.4 6.7 6.7 15.5 31.5 2.8 18.8 18.8 Actuated g/C Ratio 0.36 0.36 0.36 0.08 0.08 0.18 0.36 0.03 0.22 0.22 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 588 590 974 130 112 294 1179 52 701 306 v/s Ratio Prot c0.27 0.27 c0.01 c0.13 0.08 0.02 c0.14 v/s Ratio Perm 0.09 0.00 0.02 v/c Ratio 0.76 0.76 0.26 0.16 0.01 0.71 0.21 0.48 0.64 0.09 Uniform Delay, d1 24.5 24.6 19.7 37.6 37.2 33.7 19.2 41.5 31.1 27.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.5 5.5 0.1 0.6 0.0 7.9 0.1 6.9 2.0 0.1 Delay (s) 30.1 30.1 19.8 38.2 37.2 41.6 19.3 48.3 33.1 27.5 Level of Service C C B D D D B D C C Approach Delay (s) 25.6 37.8 29.5 32.6 Approach LOS CDCC Intersection Summary HCM 2000 Control Delay 28.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 87.2 Sum of lost time (s) 14.8 Intersection Capacity Utilization 63.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 1: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.05/26/2020 PS Business Park 4:00 pm 11/15/2019 Existing Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 169 169 200 760 224 378 101 15 269 158 827 130 Future Volume (veh/h) 169 169 200 760 224 378 101 15 269 158 827 130 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 1811 1811 1811 1811 1811 1811 1678 1678 1678 1856 1856 1856 Adj Flow Rate, veh/h 199 148 0 800 236 0 106 16 0 166 871 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %666666151515333 Cap, veh/h 396 208 683 359 160 639 540 1462 Arrive On Green 0.11 0.11 0.00 0.07 0.07 0.00 0.10 0.20 0.00 0.31 0.41 0.00 Sat Flow, veh/h 3450 1811 1535 3450 1811 1535 1598 3272 0 1767 3526 1572 Grp Volume(v), veh/h 199 148 0 800 236 0 106 16 0 166 871 0 Grp Sat Flow(s),veh/h/ln 1725 1811 1535 1725 1811 1535 1598 1594 0 1767 1763 1572 Q Serve(g_s), s 5.7 8.3 0.0 20.8 13.4 0.0 6.7 0.4 0.0 7.6 20.2 0.0 Cycle Q Clear(g_c), s 5.7 8.3 0.0 20.8 13.4 0.0 6.7 0.4 0.0 7.6 20.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 396 208 683 359 160 639 540 1462 V/C Ratio(X) 0.50 0.71 1.17 0.66 0.66 0.03 0.31 0.60 Avail Cap(c_a), veh/h 726 381 683 359 274 756 540 1462 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.46 0.46 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 43.7 44.8 0.0 49.1 45.6 0.0 45.5 33.7 0.0 27.9 23.9 0.0 Incr Delay (d2), s/veh 0.4 1.7 0.0 84.4 2.0 0.0 1.8 0.0 0.0 0.1 1.8 0.0 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 2.4 3.8 0.0 17.7 6.7 0.0 2.7 0.2 0.0 3.2 8.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.0 46.5 0.0 133.4 47.6 0.0 47.3 33.7 0.0 28.0 25.7 0.0 LnGrp LOS D D F D D C C C Approach Vol, veh/h 347 A 1036 A 122 A 1037 A Approach Delay, s/veh 45.1 113.9 45.5 26.1 Approach LOS D F D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.5 48.5 16.6 37.0 26.0 25.4 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 18.0 26.0 22.1 19.1 * 25 20.8 Max Q Clear Time (g_c+I1), s 8.7 22.2 10.3 9.6 2.4 22.8 Green Ext Time (p_c), s 0.1 2.1 0.8 0.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 65.4 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. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 2: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.05/26/2020 PS Business Park 4:00 pm 11/15/2019 Existing Synchro 10 Report CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 100 391 58 355 14 486 192 61 5 189 521 Future Volume (veh/h) 50 100 391 58 355 14 486 192 61 5 189 521 Initial Q (Qb), veh 0 13 0000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1781 1781 1811 1811 1811 1767 1767 1767 1841 1841 1841 Adj Flow Rate, veh/h 53 141 130 62 378 13 517 204 0 5 201 325 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, %888666999444 Cap, veh/h 131 421 351 137 405 14 943 970 391 410 332 Arrive On Green 0.02 0.08 0.08 0.08 0.23 0.23 0.29 0.29 0.00 0.22 0.22 0.22 Sat Flow, veh/h 1697 1781 1485 1725 1738 60 3264 3445 0 1753 1841 1489 Grp Volume(v), veh/h 53 141 130 62 0 391 517 204 0 5 201 325 Grp Sat Flow(s),veh/h/ln 1697 1781 1485 1725 0 1798 1632 1678 0 1753 1841 1489 Q Serve(g_s), s 3.2 7.9 8.7 3.6 0.0 22.4 14.0 4.8 0.0 0.2 10.0 22.8 Cycle Q Clear(g_c), s 3.2 7.9 8.7 3.6 0.0 22.4 14.0 4.8 0.0 0.2 10.0 22.8 Prop In Lane 1.00 1.00 1.00 0.03 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 131 421 351 137 0 419 943 970 391 410 332 V/C Ratio(X) 0.40 0.34 0.37 0.45 0.00 0.93 0.55 0.21 0.01 0.49 0.98 Avail Cap(c_a), veh/h 184 441 368 166 0 423 951 978 391 410 332 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.91 0.91 0.91 1.00 0.00 1.00 0.94 0.94 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.8 42.0 41.0 46.1 0.0 39.5 31.5 28.3 0.0 31.8 35.6 40.6 Incr Delay (d2), s/veh 0.7 0.3 0.4 0.9 0.0 27.3 2.2 0.5 0.0 0.0 0.3 43.5 Initial Q Delay(d3),s/veh 0.0 10.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 6.4 3.4 1.6 0.0 12.9 5.7 2.0 0.0 0.1 4.5 12.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.5 52.7 41.4 47.0 0.0 66.8 33.7 28.7 0.0 31.8 35.9 84.0 LnGrp LOS DDDDAECC CDF Approach Vol, veh/h 324 453 721 A 531 Approach Delay, s/veh 47.7 64.1 32.3 65.3 Approach LOS D E C E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.4 29.1 35.2 12.5 29.0 28.3 Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9 Max Green Setting (Gmax), s 10.1 26.0 27.4 11.4 * 25 23.4 Max Q Clear Time (g_c+I1), s 5.6 10.7 16.0 5.2 24.4 24.8 Green Ext Time (p_c), s 0.0 0.9 1.9 0.0 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 50.5 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 3: So. Airport Blvd. & 101 On/Off Ramps/Watercolor Ln 05/26/2020 PS Business Park 4:00 pm 11/15/2019 Existing Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 381 24 271 31 44 29 357 335 45 29 489 172 Future Volume (vph) 381 24 271 31 44 29 357 335 45 29 489 172 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1559 1572 2584 1843 1555 1736 3376 1719 3438 1500 Flt Permitted 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1559 1572 2584 1843 1555 1736 3376 1719 3438 1500 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 397 25 282 32 46 30 372 349 47 30 509 179 RTOR Reduction (vph) 0 0 226 0 0 27 08000136 Lane Group Flow (vph) 210 212 56 0 78 3 372 388 0 30 509 43 Confl. Peds. (#/hr) 18 26 Confl. Bikes (#/hr)33 Heavy Vehicles (%) 10% 10% 10% 1% 1% 1% 4% 4% 4% 5% 5% 5% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 6 Actuated Green, G (s) 16.1 16.1 16.1 9.4 9.4 21.1 37.4 2.9 19.2 19.2 Effective Green, g (s) 16.1 16.1 16.1 9.4 9.4 21.1 37.4 2.9 19.2 19.2 Actuated g/C Ratio 0.20 0.20 0.20 0.12 0.12 0.26 0.46 0.04 0.24 0.24 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 311 314 516 214 181 454 1566 61 818 357 v/s Ratio Prot 0.13 c0.13 c0.04 c0.21 0.12 0.02 c0.15 v/s Ratio Perm 0.02 0.00 0.03 v/c Ratio 0.68 0.68 0.11 0.36 0.02 0.82 0.25 0.49 0.62 0.12 Uniform Delay, d1 29.8 29.8 26.4 32.8 31.5 28.0 13.1 38.1 27.5 24.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.7 5.6 0.1 1.1 0.0 11.0 0.1 6.1 1.5 0.2 Delay (s) 35.5 35.5 26.5 33.9 31.6 39.0 13.2 44.2 28.9 24.2 Level of Service D D C C C D B D C C Approach Delay (s) 31.9 33.3 25.7 28.4 Approach LOS CCCC Intersection Summary HCM 2000 Control Delay 28.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 80.6 Sum of lost time (s) 14.8 Intersection Capacity Utilization 61.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 1: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.05/26/2020 PS Business Park 8:00 am 11/15/2019 EPP Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 157 193 158 307 167 168 160 39 404 202 644 98 Future Volume (veh/h) 157 193 158 307 167 168 160 39 404 202 644 98 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 1441 1441 1441 1618 1618 1618 1796 1796 1796 1811 1811 1811 Adj Flow Rate, veh/h 123 262 0 323 176 0 168 41 0 213 678 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 31 31 31 19 19 19 777666 Cap, veh/h 166 349 471 247 198 825 523 1505 Arrive On Green 0.12 0.12 0.00 0.05 0.05 0.00 0.12 0.24 0.00 0.30 0.44 0.00 Sat Flow, veh/h 1372 2881 1221 3083 1618 1372 1711 3503 0 1725 3441 1535 Grp Volume(v), veh/h 123 262 0 323 176 0 168 41 0 213 678 0 Grp Sat Flow(s),veh/h/ln 1372 1441 1221 1541 1618 1372 1711 1706 0 1725 1721 1535 Q Serve(g_s), s 9.1 9.2 0.0 10.8 11.2 0.0 10.1 1.0 0.0 10.3 14.5 0.0 Cycle Q Clear(g_c), s 9.1 9.2 0.0 10.8 11.2 0.0 10.1 1.0 0.0 10.3 14.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 166 349 471 247 198 825 523 1505 V/C Ratio(X) 0.74 0.75 0.69 0.71 0.85 0.05 0.41 0.45 Avail Cap(c_a), veh/h 289 606 611 321 293 825 523 1505 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.88 0.88 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 44.5 44.6 0.0 47.4 47.6 0.0 45.5 30.5 0.0 29.1 20.7 0.0 Incr Delay (d2), s/veh 2.4 1.2 0.0 1.9 4.5 0.0 9.5 0.0 0.0 0.2 1.0 0.0 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 3.2 3.3 0.0 4.6 5.2 0.0 4.7 0.4 0.0 4.2 5.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.9 45.8 0.0 49.3 52.0 0.0 55.0 30.6 0.0 29.3 21.7 0.0 LnGrp LOS D D D D D C C C Approach Vol, veh/h 385 A 499 A 209 A 891 A Approach Delay, s/veh 46.2 50.2 50.2 23.5 Approach LOS DDDC Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 16.2 50.8 17.3 36.7 30.3 20.7 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 18.0 26.0 22.1 19.1 * 25 20.8 Max Q Clear Time (g_c+I1), s 12.1 16.5 11.2 12.3 3.0 13.2 Green Ext Time (p_c), s 0.2 3.4 1.1 0.2 0.1 1.6 Intersection Summary HCM 6th Ctrl Delay 37.4 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 2: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.05/26/2020 PS Business Park 8:00 am 11/15/2019 EPP Synchro 10 Report CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 96 314 376 29 159 18 330 456 349 22 116 187 Future Volume (veh/h) 96 314 376 29 159 18 330 456 349 22 116 187 Initial Q (Qb), veh 0 13 0000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1722 1722 1722 1574 1574 1574 1811 1811 1811 1663 1663 1663 Adj Flow Rate, veh/h 103 338 120 31 171 15 355 490 0 24 125 15 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, % 12 12 12 22 22 22 6 6 6 16 16 16 Cap, veh/h 226 408 339 85 213 19 1440 1481 164 172 139 Arrive On Green 0.04 0.07 0.07 0.06 0.15 0.15 0.45 0.45 0.00 0.10 0.10 0.10 Sat Flow, veh/h 1640 1722 1430 1499 1422 125 3346 3532 0 1584 1663 1338 Grp Volume(v), veh/h 103 338 120 31 0 186 355 490 0 24 125 15 Grp Sat Flow(s),veh/h/ln 1640 1722 1430 1499 0 1546 1673 1721 0 1584 1663 1338 Q Serve(g_s), s 6.5 20.4 8.4 2.1 0.0 12.2 6.9 9.7 0.0 1.4 7.6 1.1 Cycle Q Clear(g_c), s 6.5 20.4 8.4 2.1 0.0 12.2 6.9 9.7 0.0 1.4 7.6 1.1 Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 226 408 339 85 0 232 1440 1481 164 172 139 V/C Ratio(X) 0.46 0.83 0.35 0.36 0.00 0.80 0.25 0.33 0.15 0.72 0.11 Avail Cap(c_a), veh/h 201 426 354 144 0 364 1492 1534 353 371 298 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.87 0.87 0.87 1.00 0.00 1.00 0.83 0.83 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.3 47.9 40.8 47.7 0.0 43.1 19.1 19.9 0.0 42.8 45.6 42.7 Incr Delay (d2), s/veh 0.6 10.6 0.4 1.0 0.0 3.1 0.3 0.5 0.0 0.2 2.2 0.1 Initial Q Delay(d3),s/veh 0.0 42.7 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 2.8 17.0 3.2 0.8 0.0 4.8 2.7 4.0 0.0 0.6 3.2 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.9 101.2 41.2 48.7 0.0 46.2 19.4 20.4 0.0 43.0 47.8 42.8 LnGrp LOS D F D D A D B C D D D Approach Vol, veh/h 561 217 845 A 164 Approach Delay, s/veh 78.4 46.6 20.0 46.6 Approach LOS E D B D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.0 27.8 51.4 17.5 20.3 15.8 Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9 Max Green Setting (Gmax), s 10.1 26.0 27.4 11.4 * 25 23.4 Max Q Clear Time (g_c+I1), s 4.1 22.4 11.7 8.5 14.2 9.6 Green Ext Time (p_c), s 0.0 0.7 2.8 0.0 0.4 0.4 Intersection Summary HCM 6th Ctrl Delay 44.0 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 3: So. Airport Blvd. & 101 On/Off Ramps/Wondercolor Ln 05/26/2020 PS Business Park 8:00 am 11/15/2019 EPP Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 829 18 670 11 9 14 199 221 16 24 431 122 Future Volume (vph) 829 18 670 11 9 14 199 221 16 24 431 122 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1633 1641 2707 1695 1461 1656 3263 1626 3252 1421 Flt Permitted 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1633 1641 2707 1695 1461 1656 3263 1626 3252 1421 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 873 19 705 12 9 15 209 233 17 25 454 128 RTOR Reduction (vph) 0 0 451 0 0 14 04000100 Lane Group Flow (vph) 445 447 254 0 21 1 209 246 0 25 454 28 Confl. Peds. (#/hr) 2 17 Confl. Bikes (#/hr)32 Heavy Vehicles (%) 5% 5% 5% 9% 9% 9% 9% 9% 9% 11% 11% 11% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 6 Actuated Green, G (s) 31.4 31.4 31.4 6.7 6.7 15.5 31.6 2.8 18.9 18.9 Effective Green, g (s) 31.4 31.4 31.4 6.7 6.7 15.5 31.6 2.8 18.9 18.9 Actuated g/C Ratio 0.36 0.36 0.36 0.08 0.08 0.18 0.36 0.03 0.22 0.22 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 587 590 973 130 112 294 1181 52 704 307 v/s Ratio Prot c0.27 0.27 c0.01 c0.13 0.08 0.02 c0.14 v/s Ratio Perm 0.09 0.00 0.02 v/c Ratio 0.76 0.76 0.26 0.16 0.01 0.71 0.21 0.48 0.64 0.09 Uniform Delay, d1 24.6 24.6 19.7 37.7 37.2 33.8 19.2 41.5 31.1 27.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.6 5.5 0.1 0.6 0.0 7.9 0.1 6.9 2.0 0.1 Delay (s) 30.2 30.1 19.9 38.3 37.3 41.7 19.3 48.4 33.2 27.5 Level of Service C C B D D D B D C C Approach Delay (s) 25.6 37.8 29.5 32.6 Approach LOS CDCC Intersection Summary HCM 2000 Control Delay 28.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 87.3 Sum of lost time (s) 14.8 Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 1: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.05/26/2020 PS Business Park 4:00 pm 11/15/2019 EPP Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 180 172 203 760 238 378 109 15 269 158 827 161 Future Volume (veh/h) 180 172 203 760 238 378 109 15 269 158 827 161 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 1811 1811 1811 1811 1811 1811 1678 1678 1678 1856 1856 1856 Adj Flow Rate, veh/h 207 156 0 800 251 0 115 16 0 166 871 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %666666151515333 Cap, veh/h 410 215 683 359 162 622 542 1444 Arrive On Green 0.12 0.12 0.00 0.07 0.07 0.00 0.10 0.20 0.00 0.31 0.41 0.00 Sat Flow, veh/h 3450 1811 1535 3450 1811 1535 1598 3272 0 1767 3526 1572 Grp Volume(v), veh/h 207 156 0 800 251 0 115 16 0 166 871 0 Grp Sat Flow(s),veh/h/ln 1725 1811 1535 1725 1811 1535 1598 1594 0 1767 1763 1572 Q Serve(g_s), s 5.9 8.7 0.0 20.8 14.3 0.0 7.3 0.4 0.0 7.5 20.3 0.0 Cycle Q Clear(g_c), s 5.9 8.7 0.0 20.8 14.3 0.0 7.3 0.4 0.0 7.5 20.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 410 215 683 359 162 622 542 1444 V/C Ratio(X) 0.50 0.72 1.17 0.70 0.71 0.03 0.31 0.60 Avail Cap(c_a), veh/h 726 381 683 359 274 756 542 1444 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.45 0.45 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 43.4 44.6 0.0 49.1 46.0 0.0 45.7 34.2 0.0 27.8 24.3 0.0 Incr Delay (d2), s/veh 0.4 1.7 0.0 84.2 2.7 0.0 2.2 0.0 0.0 0.1 1.9 0.0 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 2.5 4.0 0.0 17.6 7.2 0.0 3.0 0.2 0.0 3.1 8.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.7 46.3 0.0 133.3 48.7 0.0 47.9 34.2 0.0 28.0 26.2 0.0 LnGrp LOS D D F D D C C C Approach Vol, veh/h 363 A 1051 A 131 A 1037 A Approach Delay, s/veh 44.8 113.1 46.2 26.5 Approach LOS D F D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.6 47.9 17.1 37.1 25.4 25.4 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 18.0 26.0 22.1 19.1 * 25 20.8 Max Q Clear Time (g_c+I1), s 9.3 22.3 10.7 9.5 2.4 22.8 Green Ext Time (p_c), s 0.1 2.1 0.9 0.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 65.3 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. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 2: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.05/26/2020 PS Business Park 4:00 pm 11/15/2019 EPP Synchro 10 Report CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 51 100 393 58 355 14 499 192 61 5 189 522 Future Volume (veh/h) 51 100 393 58 355 14 499 192 61 5 189 522 Initial Q (Qb), veh 0 13 0000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1781 1781 1811 1811 1811 1767 1767 1767 1841 1841 1841 Adj Flow Rate, veh/h 54 141 129 62 378 13 531 204 0 5 201 329 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, %888666999444 Cap, veh/h 132 422 351 137 405 14 942 968 391 410 332 Arrive On Green 0.02 0.08 0.08 0.08 0.23 0.23 0.29 0.29 0.00 0.22 0.22 0.22 Sat Flow, veh/h 1697 1781 1485 1725 1738 60 3264 3445 0 1753 1841 1489 Grp Volume(v), veh/h 54 141 129 62 0 391 531 204 0 5 201 329 Grp Sat Flow(s),veh/h/ln 1697 1781 1485 1725 0 1798 1632 1678 0 1753 1841 1489 Q Serve(g_s), s 3.3 7.9 8.7 3.6 0.0 22.4 14.5 4.8 0.0 0.2 10.0 23.1 Cycle Q Clear(g_c), s 3.3 7.9 8.7 3.6 0.0 22.4 14.5 4.8 0.0 0.2 10.0 23.1 Prop In Lane 1.00 1.00 1.00 0.03 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 132 422 351 137 0 419 942 968 391 410 332 V/C Ratio(X) 0.41 0.33 0.37 0.45 0.00 0.93 0.56 0.21 0.01 0.49 0.99 Avail Cap(c_a), veh/h 184 441 368 166 0 423 949 976 391 410 332 HCM Platoon Ratio 0.33 0.33 0.33 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 1.00 0.00 1.00 0.93 0.93 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.8 42.0 40.9 46.1 0.0 39.5 31.7 28.3 0.0 31.8 35.6 40.7 Incr Delay (d2), s/veh 0.7 0.3 0.4 0.9 0.0 27.3 2.3 0.5 0.0 0.0 0.3 46.8 Initial Q Delay(d3),s/veh 0.0 10.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 6.4 3.4 1.6 0.0 12.9 5.9 2.0 0.0 0.1 4.5 12.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.5 52.6 41.4 47.0 0.0 66.8 34.0 28.8 0.0 31.8 35.9 87.5 LnGrp LOS DDDDAECC CDF Approach Vol, veh/h 324 453 735 A 535 Approach Delay, s/veh 47.6 64.1 32.6 67.6 Approach LOS D E C E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.4 29.2 35.1 12.5 29.0 28.3 Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9 Max Green Setting (Gmax), s 10.1 26.0 27.4 11.4 * 25 23.4 Max Q Clear Time (g_c+I1), s 5.6 10.7 16.5 5.3 24.4 25.1 Green Ext Time (p_c), s 0.0 0.9 1.9 0.0 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 51.1 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 3: So. Airport Blvd. & 101 On/Off Ramps/Wondercolor Ln 05/26/2020 PS Business Park 4:00 pm 11/15/2019 EPP Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 391 24 271 31 44 29 357 338 45 29 490 173 Future Volume (vph) 391 24 271 31 44 29 357 338 45 29 490 173 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1559 1571 2584 1843 1554 1736 3377 1719 3438 1500 Flt Permitted 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1559 1571 2584 1843 1554 1736 3377 1719 3438 1500 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 407 25 282 32 46 30 372 352 47 30 510 180 RTOR Reduction (vph) 0 0 225 0 0 27 08000137 Lane Group Flow (vph) 216 216 57 0 78 3 372 391 0 30 510 43 Confl. Peds. (#/hr) 18 26 Confl. Bikes (#/hr)33 Heavy Vehicles (%) 10% 10% 10% 1% 1% 1% 4% 4% 4% 5% 5% 5% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 6 Actuated Green, G (s) 16.3 16.3 16.3 9.4 9.4 21.1 37.4 2.9 19.2 19.2 Effective Green, g (s) 16.3 16.3 16.3 9.4 9.4 21.1 37.4 2.9 19.2 19.2 Actuated g/C Ratio 0.20 0.20 0.20 0.12 0.12 0.26 0.46 0.04 0.24 0.24 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 314 316 521 214 180 453 1563 61 816 356 v/s Ratio Prot c0.14 0.14 c0.04 c0.21 0.12 0.02 c0.15 v/s Ratio Perm 0.02 0.00 0.03 v/c Ratio 0.69 0.68 0.11 0.36 0.02 0.82 0.25 0.49 0.62 0.12 Uniform Delay, d1 29.9 29.9 26.3 32.9 31.6 28.1 13.2 38.2 27.6 24.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.1 6.0 0.1 1.1 0.0 11.4 0.1 6.1 1.5 0.2 Delay (s) 36.0 35.9 26.4 34.0 31.7 39.5 13.3 44.3 29.1 24.3 Level of Service D D C C C D B D C C Approach Delay (s) 32.2 33.4 25.9 28.5 Approach LOS CCCC Intersection Summary HCM 2000 Control Delay 29.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 80.8 Sum of lost time (s) 14.8 Intersection Capacity Utilization 61.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 1: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.05/26/2020 PS Business Park 8:00 am 11/15/2019 EPP Alt 5 Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 157 193 158 307 167 168 160 39 404 202 644 98 Future Volume (veh/h) 157 193 158 307 167 168 160 39 404 202 644 98 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 1441 1441 1441 1618 1618 1618 1796 1796 1796 1811 1811 1811 Adj Flow Rate, veh/h 123 262 18 323 176 0 168 41 22 213 678 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 31 31 31 19 19 19 777666 Cap, veh/h 167 350 144 471 247 198 855 380 507 1504 Arrive On Green 0.12 0.12 0.12 0.05 0.05 0.00 0.12 0.25 0.25 0.29 0.44 0.00 Sat Flow, veh/h 1372 2881 1184 3083 1618 1372 1711 3413 1517 1725 3441 1535 Grp Volume(v), veh/h 123 262 18 323 176 0 168 41 22 213 678 0 Grp Sat Flow(s),veh/h/ln 1372 1441 1184 1541 1618 1372 1711 1706 1517 1725 1721 1535 Q Serve(g_s), s 9.1 9.2 1.4 10.8 11.2 0.0 10.1 1.0 1.2 10.4 14.5 0.0 Cycle Q Clear(g_c), s 9.1 9.2 1.4 10.8 11.2 0.0 10.1 1.0 1.2 10.4 14.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 167 350 144 471 247 198 855 380 507 1504 V/C Ratio(X) 0.74 0.75 0.12 0.69 0.71 0.85 0.05 0.06 0.42 0.45 Avail Cap(c_a), veh/h 289 606 249 611 321 293 855 380 507 1504 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.88 0.88 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 44.5 44.6 41.1 47.4 47.6 0.0 45.5 29.8 29.9 29.9 20.7 0.0 Incr Delay (d2), s/veh 2.4 1.2 0.1 1.9 4.5 0.0 9.5 0.0 0.0 0.2 1.0 0.0 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 3.2 3.3 0.4 4.6 5.2 0.0 4.7 0.4 0.4 4.3 5.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.9 45.8 41.3 49.3 52.0 0.0 55.0 29.9 29.9 30.1 21.7 0.0 LnGrp LOS DDDDD DCCCC Approach Vol, veh/h 403 499 A 231 891 A Approach Delay, s/veh 45.9 50.2 48.1 23.7 Approach LOS DDDC Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 16.2 50.8 17.4 35.8 31.2 20.7 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 18.0 26.0 22.1 19.1 * 25 20.8 Max Q Clear Time (g_c+I1), s 12.1 16.5 11.2 12.4 3.2 13.2 Green Ext Time (p_c), s 0.2 3.4 1.1 0.2 0.1 1.6 Intersection Summary HCM 6th Ctrl Delay 37.4 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 2: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.05/26/2020 PS Business Park 8:00 am 11/15/2019 EPP Alt 5 Synchro 10 Report CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 98 314 376 29 159 18 330 456 349 22 116 187 Future Volume (veh/h) 98 314 376 29 159 18 330 456 349 22 116 187 Initial Q (Qb), veh 0 13 0000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1722 1722 1722 1574 1574 1574 1811 1811 1811 1663 1663 1663 Adj Flow Rate, veh/h 105 338 120 31 171 15 355 490 0 24 125 15 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, % 12 12 12 22 22 22 6 6 6 16 16 16 Cap, veh/h 226 408 339 85 213 19 1440 1481 164 172 139 Arrive On Green 0.04 0.07 0.07 0.06 0.15 0.15 0.45 0.45 0.00 0.10 0.10 0.10 Sat Flow, veh/h 1640 1722 1430 1499 1422 125 3346 3532 0 1584 1663 1338 Grp Volume(v), veh/h 105 338 120 31 0 186 355 490 0 24 125 15 Grp Sat Flow(s),veh/h/ln 1640 1722 1430 1499 0 1546 1673 1721 0 1584 1663 1338 Q Serve(g_s), s 6.6 20.4 8.4 2.1 0.0 12.2 6.9 9.7 0.0 1.4 7.6 1.1 Cycle Q Clear(g_c), s 6.6 20.4 8.4 2.1 0.0 12.2 6.9 9.7 0.0 1.4 7.6 1.1 Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 226 408 339 85 0 232 1440 1481 164 172 139 V/C Ratio(X) 0.46 0.83 0.35 0.36 0.00 0.80 0.25 0.33 0.15 0.72 0.11 Avail Cap(c_a), veh/h 201 426 354 144 0 364 1492 1534 353 371 298 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.72 0.72 0.72 1.00 0.00 1.00 0.83 0.83 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.3 47.9 40.8 47.7 0.0 43.1 19.1 19.9 0.0 42.8 45.6 42.7 Incr Delay (d2), s/veh 0.6 9.0 0.3 1.0 0.0 3.1 0.3 0.5 0.0 0.2 2.2 0.1 Initial Q Delay(d3),s/veh 0.0 42.7 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 2.8 16.8 3.2 0.8 0.0 4.8 2.7 4.0 0.0 0.6 3.2 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.9 99.6 41.1 48.7 0.0 46.2 19.4 20.4 0.0 43.0 47.8 42.8 LnGrp LOS D F D D A D B C D D D Approach Vol, veh/h 563 217 845 A 164 Approach Delay, s/veh 77.3 46.6 20.0 46.6 Approach LOS E D B D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.0 27.8 51.4 17.5 20.3 15.8 Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9 Max Green Setting (Gmax), s 10.1 26.0 27.4 11.4 * 25 23.4 Max Q Clear Time (g_c+I1), s 4.1 22.4 11.7 8.6 14.2 9.6 Green Ext Time (p_c), s 0.0 0.7 2.8 0.0 0.4 0.4 Intersection Summary HCM 6th Ctrl Delay 43.7 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 3: So. Airport Blvd. & 101 On/Off Ramps/Wondercolor Ln 05/26/2020 PS Business Park 8:00 am 11/15/2019 EPP Alt 5 Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 829 18 670 11 9 14 199 221 16 24 431 122 Future Volume (vph) 829 18 670 11 9 14 199 221 16 24 431 122 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1633 1641 2707 1695 1461 1656 3263 1626 3252 1421 Flt Permitted 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1633 1641 2707 1695 1461 1656 3263 1626 3252 1421 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 873 19 705 12 9 15 209 233 17 25 454 128 RTOR Reduction (vph) 0 0 451 0 0 14 04000100 Lane Group Flow (vph) 445 447 254 0 21 1 209 246 0 25 454 28 Confl. Peds. (#/hr) 2 17 Confl. Bikes (#/hr)32 Heavy Vehicles (%) 5% 5% 5% 9% 9% 9% 9% 9% 9% 11% 11% 11% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 6 Actuated Green, G (s) 31.4 31.4 31.4 6.7 6.7 15.5 31.6 2.8 18.9 18.9 Effective Green, g (s) 31.4 31.4 31.4 6.7 6.7 15.5 31.6 2.8 18.9 18.9 Actuated g/C Ratio 0.36 0.36 0.36 0.08 0.08 0.18 0.36 0.03 0.22 0.22 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 587 590 973 130 112 294 1181 52 704 307 v/s Ratio Prot c0.27 0.27 c0.01 c0.13 0.08 0.02 c0.14 v/s Ratio Perm 0.09 0.00 0.02 v/c Ratio 0.76 0.76 0.26 0.16 0.01 0.71 0.21 0.48 0.64 0.09 Uniform Delay, d1 24.6 24.6 19.7 37.7 37.2 33.8 19.2 41.5 31.1 27.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.6 5.5 0.1 0.6 0.0 7.9 0.1 6.9 2.0 0.1 Delay (s) 30.2 30.1 19.9 38.3 37.3 41.7 19.3 48.4 33.2 27.5 Level of Service C C B D D D B D C C Approach Delay (s) 25.6 37.8 29.5 32.6 Approach LOS CDCC Intersection Summary HCM 2000 Control Delay 28.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 87.3 Sum of lost time (s) 14.8 Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 1: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.05/26/2020 PS Business Park 4:00 pm 11/15/2019 EPP Alt 5 Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 180 172 203 760 238 378 109 15 269 158 827 161 Future Volume (veh/h) 180 172 203 760 238 378 109 15 269 158 827 161 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 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 1811 1811 1811 1811 1811 1811 1678 1678 1678 1856 1856 1856 Adj Flow Rate, veh/h 207 156 19 800 251 0 115 16 12 166 871 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %666666151515333 Cap, veh/h 412 216 180 683 359 162 658 292 522 1442 Arrive On Green 0.12 0.12 0.12 0.07 0.07 0.00 0.10 0.21 0.21 0.30 0.41 0.00 Sat Flow, veh/h 3450 1811 1512 3450 1811 1535 1598 3188 1414 1767 3526 1572 Grp Volume(v), veh/h 207 156 19 800 251 0 115 16 12 166 871 0 Grp Sat Flow(s),veh/h/ln 1725 1811 1512 1725 1811 1535 1598 1594 1414 1767 1763 1572 Q Serve(g_s), s 5.9 8.7 1.2 20.8 14.3 0.0 7.3 0.4 0.7 7.7 20.4 0.0 Cycle Q Clear(g_c), s 5.9 8.7 1.2 20.8 14.3 0.0 7.3 0.4 0.7 7.7 20.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 412 216 180 683 359 162 658 292 522 1442 V/C Ratio(X) 0.50 0.72 0.11 1.17 0.70 0.71 0.02 0.04 0.32 0.60 Avail Cap(c_a), veh/h 726 381 318 683 359 274 756 335 522 1442 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.45 0.45 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 43.3 44.6 41.2 49.1 46.0 0.0 45.7 33.2 33.3 28.8 24.3 0.0 Incr Delay (d2), s/veh 0.4 1.7 0.1 84.2 2.7 0.0 2.2 0.0 0.0 0.1 1.9 0.0 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 2.5 4.0 0.4 17.6 7.2 0.0 3.0 0.2 0.2 3.2 8.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.7 46.3 41.3 133.3 48.7 0.0 47.9 33.2 33.4 28.9 26.2 0.0 LnGrp LOS D D D F D DCCCC Approach Vol, veh/h 382 1051 A 143 1037 A Approach Delay, s/veh 44.6 113.1 45.0 26.7 Approach LOS D F D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.6 47.9 17.1 35.9 26.6 25.4 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 18.0 26.0 22.1 19.1 * 25 20.8 Max Q Clear Time (g_c+I1), s 9.3 22.4 10.7 9.7 2.7 22.8 Green Ext Time (p_c), s 0.1 2.0 0.9 0.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 65.1 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. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 2: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.05/26/2020 PS Business Park 4:00 pm 11/15/2019 EPP Alt 5 Synchro 10 Report CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 51 100 393 58 355 14 499 192 61 5 189 522 Future Volume (veh/h) 51 100 393 58 355 14 499 192 61 5 189 522 Initial Q (Qb), veh 0 13 0000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1781 1781 1811 1811 1811 1767 1767 1767 1841 1841 1841 Adj Flow Rate, veh/h 54 141 129 62 378 13 531 204 0 5 201 329 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, %888666999444 Cap, veh/h 132 422 351 137 405 14 942 968 391 410 332 Arrive On Green 0.02 0.08 0.08 0.08 0.23 0.23 0.29 0.29 0.00 0.22 0.22 0.22 Sat Flow, veh/h 1697 1781 1485 1725 1738 60 3264 3445 0 1753 1841 1489 Grp Volume(v), veh/h 54 141 129 62 0 391 531 204 0 5 201 329 Grp Sat Flow(s),veh/h/ln 1697 1781 1485 1725 0 1798 1632 1678 0 1753 1841 1489 Q Serve(g_s), s 3.3 7.9 8.7 3.6 0.0 22.4 14.5 4.8 0.0 0.2 10.0 23.1 Cycle Q Clear(g_c), s 3.3 7.9 8.7 3.6 0.0 22.4 14.5 4.8 0.0 0.2 10.0 23.1 Prop In Lane 1.00 1.00 1.00 0.03 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 132 422 351 137 0 419 942 968 391 410 332 V/C Ratio(X) 0.41 0.33 0.37 0.45 0.00 0.93 0.56 0.21 0.01 0.49 0.99 Avail Cap(c_a), veh/h 184 441 368 166 0 423 949 976 391 410 332 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.81 0.81 0.81 1.00 0.00 1.00 0.93 0.93 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.8 42.0 40.9 46.1 0.0 39.5 31.7 28.3 0.0 31.8 35.6 40.7 Incr Delay (d2), s/veh 0.6 0.3 0.4 0.9 0.0 27.3 2.3 0.5 0.0 0.0 0.3 46.8 Initial Q Delay(d3),s/veh 0.0 10.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 6.4 3.4 1.6 0.0 12.9 5.9 2.0 0.0 0.1 4.5 12.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.4 52.6 41.3 47.0 0.0 66.8 34.0 28.8 0.0 31.8 35.9 87.5 LnGrp LOS DDDDAECC CDF Approach Vol, veh/h 324 453 735 A 535 Approach Delay, s/veh 47.6 64.1 32.6 67.6 Approach LOS D E C E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.4 29.2 35.1 12.5 29.0 28.3 Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9 Max Green Setting (Gmax), s 10.1 26.0 27.4 11.4 * 25 23.4 Max Q Clear Time (g_c+I1), s 5.6 10.7 16.5 5.3 24.4 25.1 Green Ext Time (p_c), s 0.0 0.9 1.9 0.0 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 51.1 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 3: So. Airport Blvd. & 101 On/Off Ramps/Wondercolor Ln 05/26/2020 PS Business Park 4:00 pm 11/15/2019 EPP Alt 5 Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 391 24 271 31 44 29 357 338 45 29 490 173 Future Volume (vph) 391 24 271 31 44 29 357 338 45 29 490 173 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1559 1571 2584 1843 1554 1736 3377 1719 3438 1500 Flt Permitted 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1559 1571 2584 1843 1554 1736 3377 1719 3438 1500 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 407 25 282 32 46 30 372 352 47 30 510 180 RTOR Reduction (vph) 0 0 225 0 0 27 08000137 Lane Group Flow (vph) 216 216 57 0 78 3 372 391 0 30 510 43 Confl. Peds. (#/hr) 18 26 Confl. Bikes (#/hr)33 Heavy Vehicles (%) 10% 10% 10% 1% 1% 1% 4% 4% 4% 5% 5% 5% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 6 Actuated Green, G (s) 16.3 16.3 16.3 9.4 9.4 21.1 37.4 2.9 19.2 19.2 Effective Green, g (s) 16.3 16.3 16.3 9.4 9.4 21.1 37.4 2.9 19.2 19.2 Actuated g/C Ratio 0.20 0.20 0.20 0.12 0.12 0.26 0.46 0.04 0.24 0.24 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 314 316 521 214 180 453 1563 61 816 356 v/s Ratio Prot c0.14 0.14 c0.04 c0.21 0.12 0.02 c0.15 v/s Ratio Perm 0.02 0.00 0.03 v/c Ratio 0.69 0.68 0.11 0.36 0.02 0.82 0.25 0.49 0.62 0.12 Uniform Delay, d1 29.9 29.9 26.3 32.9 31.6 28.1 13.2 38.2 27.6 24.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.1 6.0 0.1 1.1 0.0 11.4 0.1 6.1 1.5 0.2 Delay (s) 36.0 35.9 26.4 34.0 31.7 39.5 13.3 44.3 29.1 24.3 Level of Service D D C C C D B D C C Approach Delay (s) 32.2 33.4 25.9 28.5 Approach LOS CCCC Intersection Summary HCM 2000 Control Delay 29.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 80.8 Sum of lost time (s) 14.8 Intersection Capacity Utilization 61.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 1: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.05/26/2020 PS Business Park 8:00 am 11/15/2019 EPP Alt 6 Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 157 193 158 307 167 168 160 39 404 202 644 98 Future Volume (veh/h) 157 193 158 307 167 168 160 39 404 202 644 98 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 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 1441 1441 1441 1618 1618 1618 1796 1796 1796 1811 1811 1811 Adj Flow Rate, veh/h 165 203 19 323 176 22 168 41 0 213 678 34 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, % 31 31 31 19 19 19 777666 Cap, veh/h 201 401 174 459 248 202 198 737 523 1416 631 Arrive On Green 0.15 0.15 0.15 0.05 0.05 0.05 0.12 0.22 0.00 0.30 0.41 0.41 Sat Flow, veh/h 1372 2737 1188 2990 1618 1314 1711 3413 2679 1725 3441 1534 Grp Volume(v), veh/h 165 203 19 323 176 22 168 41 0 213 678 34 Grp Sat Flow(s),veh/h/ln 1372 1369 1188 1495 1618 1314 1711 1706 1340 1725 1721 1534 Q Serve(g_s), s 12.2 7.2 1.5 11.2 11.2 1.7 10.1 1.0 0.0 10.3 15.2 1.4 Cycle Q Clear(g_c), s 12.2 7.2 1.5 11.2 11.2 1.7 10.1 1.0 0.0 10.3 15.2 1.4 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 201 401 174 459 248 202 198 737 523 1416 631 V/C Ratio(X) 0.82 0.51 0.11 0.70 0.71 0.11 0.85 0.06 0.41 0.48 0.05 Avail Cap(c_a), veh/h 289 576 250 592 321 260 293 809 523 1416 631 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.88 0.88 0.88 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.5 41.3 38.9 47.5 47.5 43.0 45.5 32.7 0.0 29.1 22.6 18.6 Incr Delay (d2), s/veh 7.9 0.4 0.1 2.3 4.4 0.2 9.5 0.0 0.0 0.2 1.2 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 4.6 2.4 0.4 4.6 5.2 0.6 4.7 0.4 0.0 4.2 6.2 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 51.3 41.7 39.0 49.8 51.9 43.2 55.0 32.7 0.0 29.3 23.8 18.8 LnGrp LOS DDDDDDDC CCB Approach Vol, veh/h 387 521 209 A 925 Approach Delay, s/veh 45.7 50.2 50.6 24.9 Approach LOS DDDC Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 16.2 48.1 20.0 36.7 27.6 20.7 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 18.0 26.0 22.1 19.1 * 25 20.8 Max Q Clear Time (g_c+I1), s 12.1 17.2 14.2 12.3 3.0 13.2 Green Ext Time (p_c), s 0.2 3.4 0.8 0.2 0.1 1.7 Intersection Summary HCM 6th Ctrl Delay 37.9 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 2: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.05/26/2020 PS Business Park 8:00 am 11/15/2019 EPP Alt 6 Synchro 10 Report CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 98 314 376 29 159 18 330 456 349 22 116 187 Future Volume (veh/h) 98 314 376 29 159 18 330 456 349 22 116 187 Initial Q (Qb), veh 0 13 0000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1722 1722 1722 1574 1574 1574 1811 1811 1811 1663 1663 1663 Adj Flow Rate, veh/h 105 338 124 31 171 15 355 490 0 24 125 13 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, % 12 12 12 22 22 22 6 6 6 16 16 16 Cap, veh/h 226 408 339 85 213 19 1441 1481 164 172 139 Arrive On Green 0.04 0.07 0.07 0.06 0.15 0.15 0.45 0.45 0.00 0.10 0.10 0.10 Sat Flow, veh/h 1640 1722 1430 1499 1422 125 3346 3532 0 1584 1663 1338 Grp Volume(v), veh/h 105 338 124 31 0 186 355 490 0 24 125 13 Grp Sat Flow(s),veh/h/ln 1640 1722 1430 1499 0 1546 1673 1721 0 1584 1663 1338 Q Serve(g_s), s 6.6 20.4 8.7 2.1 0.0 12.2 6.9 9.7 0.0 1.4 7.7 0.9 Cycle Q Clear(g_c), s 6.6 20.4 8.7 2.1 0.0 12.2 6.9 9.7 0.0 1.4 7.7 0.9 Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 226 408 339 85 0 232 1441 1481 164 172 139 V/C Ratio(X) 0.46 0.83 0.37 0.36 0.00 0.80 0.25 0.33 0.15 0.73 0.09 Avail Cap(c_a), veh/h 201 426 354 144 0 364 1492 1534 353 371 298 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.83 0.83 0.83 1.00 0.00 1.00 0.83 0.83 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.3 47.9 40.9 47.7 0.0 43.1 19.1 19.9 0.0 42.8 45.6 42.6 Incr Delay (d2), s/veh 0.7 10.2 0.4 1.0 0.0 3.1 0.3 0.5 0.0 0.2 2.2 0.1 Initial Q Delay(d3),s/veh 0.0 42.7 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 2.8 16.9 3.3 0.8 0.0 4.8 2.7 4.0 0.0 0.6 3.3 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.0 100.8 41.3 48.7 0.0 46.2 19.4 20.4 0.0 43.0 47.8 42.7 LnGrp LOS D F D D A D B C D D D Approach Vol, veh/h 567 217 845 A 162 Approach Delay, s/veh 77.8 46.6 20.0 46.7 Approach LOS E D B D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.0 27.9 51.4 17.5 20.3 15.8 Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9 Max Green Setting (Gmax), s 10.1 26.0 27.4 11.4 * 25 23.4 Max Q Clear Time (g_c+I1), s 4.1 22.4 11.7 8.6 14.2 9.7 Green Ext Time (p_c), s 0.0 0.7 2.8 0.0 0.4 0.4 Intersection Summary HCM 6th Ctrl Delay 43.9 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 3: So. Airport Blvd.05/26/2020 PS Business Park 8:00 am 11/15/2019 EPP Alt 6 Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 829 18 670 11 9 14 199 221 16 24 431 122 Future Volume (vph) 829 18 670 11 9 14 199 221 16 24 431 122 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1633 1641 2707 1695 1461 1656 3263 1626 3252 1421 Flt Permitted 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1633 1641 2707 1695 1461 1656 3263 1626 3252 1421 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 873 19 705 12 9 15 209 233 17 25 454 128 RTOR Reduction (vph) 0 0 451 0 0 14 04000100 Lane Group Flow (vph) 445 447 254 0 21 1 209 246 0 25 454 28 Confl. Peds. (#/hr) 2 17 Confl. Bikes (#/hr)32 Heavy Vehicles (%) 5% 5% 5% 9% 9% 9% 9% 9% 9% 11% 11% 11% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 6 Actuated Green, G (s) 31.4 31.4 31.4 6.7 6.7 15.5 31.6 2.8 18.9 18.9 Effective Green, g (s) 31.4 31.4 31.4 6.7 6.7 15.5 31.6 2.8 18.9 18.9 Actuated g/C Ratio 0.36 0.36 0.36 0.08 0.08 0.18 0.36 0.03 0.22 0.22 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 587 590 973 130 112 294 1181 52 704 307 v/s Ratio Prot c0.27 0.27 c0.01 c0.13 0.08 0.02 c0.14 v/s Ratio Perm 0.09 0.00 0.02 v/c Ratio 0.76 0.76 0.26 0.16 0.01 0.71 0.21 0.48 0.64 0.09 Uniform Delay, d1 24.6 24.6 19.7 37.7 37.2 33.8 19.2 41.5 31.1 27.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.6 5.5 0.1 0.6 0.0 7.9 0.1 6.9 2.0 0.1 Delay (s) 30.2 30.1 19.9 38.3 37.3 41.7 19.3 48.4 33.2 27.5 Level of Service C C B D D D B D C C Approach Delay (s) 25.6 37.8 29.5 32.6 Approach LOS CDCC Intersection Summary HCM 2000 Control Delay 28.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 87.3 Sum of lost time (s) 14.8 Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 1: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.05/26/2020 PS Business Park 4:00 pm 11/15/2019 EPP Alt 6 Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 180 172 203 760 238 378 109 15 269 158 827 161 Future Volume (veh/h) 180 172 203 760 238 378 109 15 269 158 827 161 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.94 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 1811 1811 1811 1811 1811 1811 1678 1678 1678 1856 1856 1856 Adj Flow Rate, veh/h 189 181 23 800 251 146 115 16 0 166 871 53 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, %666666151515333 Cap, veh/h 241 480 212 663 359 285 162 556 542 1371 610 Arrive On Green 0.14 0.14 0.14 0.07 0.07 0.07 0.10 0.17 0.00 0.31 0.39 0.39 Sat Flow, veh/h 1725 3441 1515 3346 1811 1438 1598 3188 2502 1767 3526 1569 Grp Volume(v), veh/h 189 181 23 800 251 146 115 16 0 166 871 53 Grp Sat Flow(s),veh/h/ln 1725 1721 1515 1673 1811 1438 1598 1594 1251 1767 1763 1569 Q Serve(g_s), s 11.1 5.0 1.4 20.8 14.3 10.3 7.3 0.4 0.0 7.5 21.1 2.2 Cycle Q Clear(g_c), s 11.1 5.0 1.4 20.8 14.3 10.3 7.3 0.4 0.0 7.5 21.1 2.2 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 241 480 212 663 359 285 162 556 542 1371 610 V/C Ratio(X) 0.78 0.38 0.11 1.21 0.70 0.51 0.71 0.03 0.31 0.64 0.09 Avail Cap(c_a), veh/h 363 724 319 663 359 285 274 756 542 1371 610 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.44 0.44 0.44 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.6 41.0 39.5 49.1 46.0 44.2 45.7 36.0 0.0 27.8 26.0 20.3 Incr Delay (d2), s/veh 3.1 0.2 0.1 99.6 2.7 0.7 2.2 0.0 0.0 0.1 2.3 0.3 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 4.9 2.1 0.5 18.5 7.2 4.0 3.0 0.2 0.0 3.1 8.9 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.8 41.2 39.5 148.7 48.7 44.9 47.9 36.0 0.0 28.0 28.3 20.6 LnGrp LOS D D D F DDDD CCC Approach Vol, veh/h 393 1197 131 A 1090 Approach Delay, s/veh 43.8 115.0 46.4 27.9 Approach LOS D F D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.6 45.7 19.3 37.1 23.2 25.4 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 18.0 26.0 22.1 19.1 * 25 20.8 Max Q Clear Time (g_c+I1), s 9.3 23.1 13.1 9.5 2.4 22.8 Green Ext Time (p_c), s 0.1 1.8 0.9 0.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 68.1 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 2: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.05/26/2020 PS Business Park 4:00 pm 11/15/2019 EPP Alt 6 Synchro 10 Report CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 51 100 393 58 355 14 499 192 61 5 189 522 Future Volume (veh/h) 51 100 393 58 355 14 499 192 61 5 189 522 Initial Q (Qb), veh 0 13 0000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1781 1781 1811 1811 1811 1767 1767 1767 1841 1841 1841 Adj Flow Rate, veh/h 54 141 129 62 378 13 531 204 0 5 201 329 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, %888666999444 Cap, veh/h 132 422 351 137 405 14 942 968 391 410 332 Arrive On Green 0.02 0.08 0.08 0.08 0.23 0.23 0.29 0.29 0.00 0.22 0.22 0.22 Sat Flow, veh/h 1697 1781 1485 1725 1738 60 3264 3445 0 1753 1841 1489 Grp Volume(v), veh/h 54 141 129 62 0 391 531 204 0 5 201 329 Grp Sat Flow(s),veh/h/ln 1697 1781 1485 1725 0 1798 1632 1678 0 1753 1841 1489 Q Serve(g_s), s 3.3 7.9 8.7 3.6 0.0 22.4 14.5 4.8 0.0 0.2 10.0 23.1 Cycle Q Clear(g_c), s 3.3 7.9 8.7 3.6 0.0 22.4 14.5 4.8 0.0 0.2 10.0 23.1 Prop In Lane 1.00 1.00 1.00 0.03 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 132 422 351 137 0 419 942 968 391 410 332 V/C Ratio(X) 0.41 0.33 0.37 0.45 0.00 0.93 0.56 0.21 0.01 0.49 0.99 Avail Cap(c_a), veh/h 184 441 368 166 0 423 949 976 391 410 332 HCM Platoon Ratio 0.33 0.33 0.33 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 1.00 0.00 1.00 0.93 0.93 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.8 42.0 40.9 46.1 0.0 39.5 31.7 28.3 0.0 31.8 35.6 40.7 Incr Delay (d2), s/veh 0.7 0.3 0.4 0.9 0.0 27.3 2.3 0.5 0.0 0.0 0.3 46.8 Initial Q Delay(d3),s/veh 0.0 10.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 6.4 3.4 1.6 0.0 12.9 5.9 2.0 0.0 0.1 4.5 12.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.5 52.6 41.4 47.0 0.0 66.8 34.0 28.8 0.0 31.8 35.9 87.5 LnGrp LOS DDDDAECC CDF Approach Vol, veh/h 324 453 735 A 535 Approach Delay, s/veh 47.6 64.1 32.6 67.6 Approach LOS D E C E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.4 29.2 35.1 12.5 29.0 28.3 Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9 Max Green Setting (Gmax), s 10.1 26.0 27.4 11.4 * 25 23.4 Max Q Clear Time (g_c+I1), s 5.6 10.7 16.5 5.3 24.4 25.1 Green Ext Time (p_c), s 0.0 0.9 1.9 0.0 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 51.1 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 3: So. Airport Blvd.05/26/2020 PS Business Park 4:00 pm 11/15/2019 EPP Alt 6 Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 391 24 271 31 44 29 357 338 45 29 490 173 Future Volume (vph) 391 24 271 31 44 29 357 338 45 29 490 173 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1559 1571 2584 1843 1554 1736 3377 1719 3438 1500 Flt Permitted 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1559 1571 2584 1843 1554 1736 3377 1719 3438 1500 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 407 25 282 32 46 30 372 352 47 30 510 180 RTOR Reduction (vph) 0 0 225 0 0 27 08000137 Lane Group Flow (vph) 216 216 57 0 78 3 372 391 0 30 510 43 Confl. Peds. (#/hr) 18 26 Confl. Bikes (#/hr)33 Heavy Vehicles (%) 10% 10% 10% 1% 1% 1% 4% 4% 4% 5% 5% 5% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 6 Actuated Green, G (s) 16.3 16.3 16.3 9.4 9.4 21.1 37.4 2.9 19.2 19.2 Effective Green, g (s) 16.3 16.3 16.3 9.4 9.4 21.1 37.4 2.9 19.2 19.2 Actuated g/C Ratio 0.20 0.20 0.20 0.12 0.12 0.26 0.46 0.04 0.24 0.24 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 314 316 521 214 180 453 1563 61 816 356 v/s Ratio Prot c0.14 0.14 c0.04 c0.21 0.12 0.02 c0.15 v/s Ratio Perm 0.02 0.00 0.03 v/c Ratio 0.69 0.68 0.11 0.36 0.02 0.82 0.25 0.49 0.62 0.12 Uniform Delay, d1 29.9 29.9 26.3 32.9 31.6 28.1 13.2 38.2 27.6 24.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.1 6.0 0.1 1.1 0.0 11.4 0.1 6.1 1.5 0.2 Delay (s) 36.0 35.9 26.4 34.0 31.7 39.5 13.3 44.3 29.1 24.3 Level of Service D D C C C D B D C C Approach Delay (s) 32.2 33.4 25.9 28.5 Approach LOS CCCC Intersection Summary HCM 2000 Control Delay 29.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 80.8 Sum of lost time (s) 14.8 Intersection Capacity Utilization 61.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 1: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.05/26/2020 PS Business Park 8:00 am 11/15/2019 CNP Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 145 215 160 330 175 195 160 45 440 230 665 100 Future Volume (veh/h) 145 215 160 330 175 195 160 45 440 230 665 100 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 1441 1441 1441 1618 1618 1618 1796 1796 1796 1811 1811 1811 Adj Flow Rate, veh/h 126 263 0 347 184 0 168 47 0 242 700 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 31 31 31 19 19 19 777666 Cap, veh/h 168 352 484 254 198 819 517 1488 Arrive On Green 0.12 0.12 0.00 0.05 0.05 0.00 0.12 0.24 0.00 0.30 0.43 0.00 Sat Flow, veh/h 1372 2881 1221 3083 1618 1372 1711 3503 0 1725 3441 1535 Grp Volume(v), veh/h 126 263 0 347 184 0 168 47 0 242 700 0 Grp Sat Flow(s),veh/h/ln 1372 1441 1221 1541 1618 1372 1711 1706 0 1725 1721 1535 Q Serve(g_s), s 9.3 9.3 0.0 11.6 11.8 0.0 10.1 1.1 0.0 12.0 15.2 0.0 Cycle Q Clear(g_c), s 9.3 9.3 0.0 11.6 11.8 0.0 10.1 1.1 0.0 12.0 15.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 168 352 484 254 198 819 517 1488 V/C Ratio(X) 0.75 0.75 0.72 0.72 0.85 0.06 0.47 0.47 Avail Cap(c_a), veh/h 289 606 611 321 293 819 517 1488 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.84 0.84 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 44.5 44.5 0.0 47.5 47.5 0.0 45.5 30.8 0.0 29.9 21.2 0.0 Incr Delay (d2), s/veh 2.6 1.2 0.0 2.5 5.0 0.0 9.5 0.0 0.0 0.2 1.1 0.0 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 3.3 3.3 0.0 5.0 5.5 0.0 4.7 0.5 0.0 4.9 6.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.1 45.7 0.0 50.0 52.5 0.0 55.0 30.8 0.0 30.2 22.3 0.0 LnGrp LOS D D D D D C C C Approach Vol, veh/h 389 A 531 A 215 A 942 A Approach Delay, s/veh 46.2 50.8 49.7 24.3 Approach LOS DDDC Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 16.2 50.3 17.4 36.4 30.1 21.1 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 18.0 26.0 22.1 19.1 * 25 20.8 Max Q Clear Time (g_c+I1), s 12.1 17.2 11.3 14.0 3.1 13.8 Green Ext Time (p_c), s 0.2 3.3 1.1 0.2 0.1 1.7 Intersection Summary HCM 6th Ctrl Delay 37.8 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. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 2: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.05/26/2020 PS Business Park 8:00 am 11/15/2019 CNP Synchro 10 Report CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 160 370 370 30 170 30 335 665 360 35 130 235 Future Volume (veh/h) 160 370 370 30 170 30 335 665 360 35 130 235 Initial Q (Qb), veh 0 13 0000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1722 1722 1722 1574 1574 1574 1811 1811 1811 1663 1663 1663 Adj Flow Rate, veh/h 172 398 123 32 183 24 360 715 0 38 140 21 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, % 12 12 12 22 22 22 6 6 6 16 16 16 Cap, veh/h 225 426 354 87 221 29 1370 1408 179 188 151 Arrive On Green 0.05 0.08 0.08 0.06 0.16 0.16 0.41 0.41 0.00 0.11 0.11 0.11 Sat Flow, veh/h 1640 1722 1432 1499 1357 178 3346 3532 0 1584 1663 1341 Grp Volume(v), veh/h 172 398 123 32 0 207 360 715 0 38 140 21 Grp Sat Flow(s),veh/h/ln 1640 1722 1432 1499 0 1535 1673 1721 0 1584 1663 1341 Q Serve(g_s), s 10.9 24.1 8.5 2.2 0.0 13.7 7.5 16.3 0.0 2.3 8.6 1.5 Cycle Q Clear(g_c), s 10.9 24.1 8.5 2.2 0.0 13.7 7.5 16.3 0.0 2.3 8.6 1.5 Prop In Lane 1.00 1.00 1.00 0.12 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 225 426 354 87 0 250 1370 1408 179 188 151 V/C Ratio(X) 0.77 0.93 0.35 0.37 0.00 0.83 0.26 0.51 0.21 0.75 0.14 Avail Cap(c_a), veh/h 225 426 354 144 0 361 1370 1408 353 371 299 HCM Platoon Ratio 0.33 0.33 0.33 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 1.00 0.00 1.00 0.78 0.78 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.5 48.2 40.2 47.6 0.0 42.5 20.5 23.1 0.0 42.3 45.1 42.0 Incr Delay (d2), s/veh 11.4 24.5 0.4 1.0 0.0 6.9 0.4 1.0 0.0 0.2 2.2 0.2 Initial Q Delay(d3),s/veh 0.0 79.7 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 24.3 3.2 0.8 0.0 5.6 2.9 6.6 0.0 0.9 3.6 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 59.8 152.5 40.6 48.6 0.0 49.4 20.9 24.1 0.0 42.5 47.3 42.1 LnGrp LOS E F D D A D C C D D D Approach Vol, veh/h 693 239 1075 A 199 Approach Delay, s/veh 109.6 49.3 23.1 45.9 Approach LOS F D C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.1 30.6 47.6 19.0 21.7 16.8 Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9 Max Green Setting (Gmax), s 10.1 26.0 27.4 11.4 * 25 23.4 Max Q Clear Time (g_c+I1), s 4.2 26.1 18.3 12.9 15.7 10.6 Green Ext Time (p_c), s 0.0 0.0 3.0 0.0 0.5 0.5 Intersection Summary HCM 6th Ctrl Delay 55.2 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 3: So. Airport Blvd. & 101 On/Off Ramps/Watercolor Ln 05/26/2020 PS Business Park 8:00 am 11/15/2019 CNP Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 905 20 680 15 10 15 235 315 20 30 430 120 Future Volume (vph) 905 20 680 15 10 15 235 315 20 30 430 120 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1633 1641 2707 1693 1461 1656 3269 1626 3252 1421 Flt Permitted 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1633 1641 2707 1693 1461 1656 3269 1626 3252 1421 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 953 21 716 16 11 16 247 332 21 32 453 126 RTOR Reduction (vph) 0 0 461 0 0 15 03000100 Lane Group Flow (vph) 486 488 255 0 27 1 247 350 0 32 453 26 Confl. Peds. (#/hr) 2 17 Confl. Bikes (#/hr)32 Heavy Vehicles (%) 5% 5% 5% 9% 9% 9% 9% 9% 9% 11% 11% 11% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 6 Actuated Green, G (s) 31.2 31.2 31.2 6.9 6.9 17.6 31.6 4.5 18.5 18.5 Effective Green, g (s) 31.2 31.2 31.2 6.9 6.9 17.6 31.6 4.5 18.5 18.5 Actuated g/C Ratio 0.35 0.35 0.35 0.08 0.08 0.20 0.36 0.05 0.21 0.21 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 572 575 948 131 113 327 1160 82 675 295 v/s Ratio Prot c0.30 0.30 c0.02 c0.15 0.11 0.02 c0.14 v/s Ratio Perm 0.09 0.00 0.02 v/c Ratio 0.85 0.85 0.27 0.21 0.01 0.76 0.30 0.39 0.67 0.09 Uniform Delay, d1 26.7 26.7 20.7 38.5 37.9 33.7 20.7 40.9 32.4 28.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.3 11.2 0.2 0.8 0.0 9.5 0.1 3.1 2.6 0.1 Delay (s) 38.1 37.9 20.9 39.3 37.9 43.2 20.9 44.0 35.1 28.6 Level of Service D D C DDDC DDC Approach Delay (s) 30.7 38.8 30.1 34.2 Approach LOS CDCC Intersection Summary HCM 2000 Control Delay 31.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 89.0 Sum of lost time (s) 14.8 Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 1: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.05/26/2020 PS Business Park 4:00 pm 11/15/2019 Existing Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 170 190 205 870 270 415 105 15 275 185 875 145 Future Volume (veh/h) 170 190 205 870 270 415 105 15 275 185 875 145 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 1811 1811 1811 1811 1811 1811 1678 1678 1678 1856 1856 1856 Adj Flow Rate, veh/h 126 274 0 916 284 0 111 16 0 195 921 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %666666151515333 Cap, veh/h 193 405 683 359 161 646 541 1470 Arrive On Green 0.11 0.11 0.00 0.07 0.07 0.00 0.10 0.20 0.00 0.31 0.42 0.00 Sat Flow, veh/h 1725 3622 1535 3450 1811 1535 1598 3272 0 1767 3526 1572 Grp Volume(v), veh/h 126 274 0 916 284 0 111 16 0 195 921 0 Grp Sat Flow(s),veh/h/ln 1725 1811 1535 1725 1811 1535 1598 1594 0 1767 1763 1572 Q Serve(g_s), s 7.3 7.6 0.0 20.8 16.2 0.0 7.0 0.4 0.0 9.0 21.6 0.0 Cycle Q Clear(g_c), s 7.3 7.6 0.0 20.8 16.2 0.0 7.0 0.4 0.0 9.0 21.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 193 405 683 359 161 646 541 1470 V/C Ratio(X) 0.65 0.68 1.34 0.79 0.69 0.02 0.36 0.63 Avail Cap(c_a), veh/h 363 762 683 359 274 756 541 1470 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.09 0.09 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 44.7 44.8 0.0 49.1 46.9 0.0 45.6 33.5 0.0 28.4 24.1 0.0 Incr Delay (d2), s/veh 1.4 0.7 0.0 154.1 1.1 0.0 2.0 0.0 0.0 0.2 2.0 0.0 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 3.2 3.5 0.0 24.3 8.0 0.0 2.8 0.2 0.0 3.8 9.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.1 45.5 0.0 203.2 48.1 0.0 47.6 33.5 0.0 28.5 26.2 0.0 LnGrp LOS D D F D D C C C Approach Vol, veh/h 400 A 1200 A 127 A 1116 A Approach Delay, s/veh 45.7 166.5 45.8 26.6 Approach LOS D F D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.6 48.7 16.3 37.1 26.2 25.4 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 18.0 26.0 22.1 19.1 * 25 20.8 Max Q Clear Time (g_c+I1), s 9.0 23.6 9.6 11.0 2.4 22.8 Green Ext Time (p_c), s 0.1 1.4 1.2 0.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 89.2 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. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 2: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.05/26/2020 PS Business Park 4:00 pm 11/15/2019 Existing Synchro 10 Report CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 55 140 410 95 400 25 495 275 110 15 365 705 Future Volume (veh/h) 55 140 410 95 400 25 495 275 110 15 365 705 Initial Q (Qb), veh 0 13 0000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1781 1781 1811 1811 1811 1767 1767 1767 1841 1841 1841 Adj Flow Rate, veh/h 59 170 163 101 426 25 527 293 0 16 388 531 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, %888666999444 Cap, veh/h 156 414 360 156 398 23 888 913 391 410 332 Arrive On Green 0.03 0.08 0.08 0.09 0.24 0.24 0.29 0.29 0.00 0.22 0.22 0.22 Sat Flow, veh/h 1697 1781 1484 1725 1691 99 3264 3445 0 1753 1841 1489 Grp Volume(v), veh/h 59 170 163 101 0 451 527 293 0 16 388 531 Grp Sat Flow(s),veh/h/ln 1697 1781 1484 1725 0 1790 1632 1678 0 1753 1841 1489 Q Serve(g_s), s 3.6 9.6 11.1 5.9 0.0 24.7 14.4 7.2 0.0 0.8 21.8 23.4 Cycle Q Clear(g_c), s 3.6 9.6 11.1 5.9 0.0 24.7 14.4 7.2 0.0 0.8 21.8 23.4 Prop In Lane 1.00 1.00 1.00 0.06 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 156 414 360 156 0 421 888 913 391 410 332 V/C Ratio(X) 0.38 0.41 0.45 0.65 0.00 1.07 0.59 0.32 0.04 0.95 1.60 Avail Cap(c_a), veh/h 184 441 367 166 0 421 932 959 391 410 332 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.89 1.00 0.00 1.00 0.90 0.90 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.0 43.1 41.6 46.2 0.0 40.2 33.2 30.5 0.0 32.0 40.2 40.8 Incr Delay (d2), s/veh 0.5 0.4 0.6 5.8 0.0 64.1 2.6 0.8 0.0 0.0 30.6 283.7 Initial Q Delay(d3),s/veh 0.0 12.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 7.5 4.4 2.8 0.0 18.2 6.0 3.0 0.0 0.3 13.2 34.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.5 55.5 42.2 51.9 0.0 104.3 35.8 31.3 0.0 32.0 70.8 324.5 LnGrp LOS D E D D A F D C C E F Approach Vol, veh/h 392 552 820 A 935 Approach Delay, s/veh 48.9 94.7 34.2 214.2 Approach LOS D F C F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.5 28.6 34.6 12.8 29.3 28.3 Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9 Max Green Setting (Gmax), s 10.1 26.0 27.4 11.4 * 25 23.4 Max Q Clear Time (g_c+I1), s 7.9 13.1 16.4 5.6 26.7 25.4 Green Ext Time (p_c), s 0.0 1.1 2.2 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 111.1 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 3: So. Airport Blvd. & 101 On/Off Ramps/Watercolor Ln 05/26/2020 PS Business Park 4:00 pm 11/15/2019 Existing Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 445 25 295 35 50 30 400 365 45 45 650 255 Future Volume (vph) 445 25 295 35 50 30 400 365 45 45 650 255 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1559 1571 2584 1843 1553 1736 3382 1719 3438 1501 Flt Permitted 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1559 1571 2584 1843 1553 1736 3382 1719 3438 1501 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 464 26 307 36 52 31 417 380 47 47 677 266 RTOR Reduction (vph) 0 0 243 0 0 27 07000197 Lane Group Flow (vph) 246 244 64 0 88 4 417 420 0 47 677 69 Confl. Peds. (#/hr) 18 26 Confl. Bikes (#/hr)33 Heavy Vehicles (%) 10% 10% 10% 1% 1% 1% 4% 4% 4% 5% 5% 5% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 6 Actuated Green, G (s) 17.8 17.8 17.8 10.0 10.0 20.5 37.4 5.0 21.9 21.9 Effective Green, g (s) 17.8 17.8 17.8 10.0 10.0 20.5 37.4 5.0 21.9 21.9 Actuated g/C Ratio 0.21 0.21 0.21 0.12 0.12 0.24 0.44 0.06 0.26 0.26 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 326 328 541 216 182 418 1488 101 885 386 v/s Ratio Prot c0.16 0.16 c0.05 c0.24 0.12 0.03 c0.20 v/s Ratio Perm 0.02 0.00 0.05 v/c Ratio 0.75 0.74 0.12 0.41 0.02 1.00 0.28 0.47 0.76 0.18 Uniform Delay, d1 31.5 31.5 27.2 34.8 33.2 32.2 15.2 38.7 29.2 24.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.5 8.8 0.1 1.3 0.0 43.1 0.1 3.4 4.0 0.2 Delay (s) 41.1 40.3 27.3 36.0 33.2 75.3 15.3 42.1 33.2 24.8 Level of Service D D C D C E B D C C Approach Delay (s) 35.5 35.3 45.0 31.3 Approach LOS DDDC Intersection Summary HCM 2000 Control Delay 36.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 85.0 Sum of lost time (s) 14.8 Intersection Capacity Utilization 69.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 1: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.05/26/2020 PS Business Park 8:00 am 11/15/2019 Cumulative Alt 5 Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 185 140 140 255 135 225 115 50 240 205 735 110 Future Volume (veh/h) 185 140 140 255 135 225 115 50 240 205 735 110 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 1441 1441 1441 1618 1618 1618 1796 1796 1796 1811 1811 1811 Adj Flow Rate, veh/h 195 147 18 268 142 0 121 53 11 216 774 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 31 31 31 19 19 19 777666 Cap, veh/h 356 187 154 418 219 174 937 417 482 1586 Arrive On Green 0.13 0.13 0.13 0.04 0.04 0.00 0.10 0.27 0.27 0.28 0.46 0.00 Sat Flow, veh/h 2744 1441 1185 3083 1618 1372 1711 3413 1517 1725 3441 1535 Grp Volume(v), veh/h 195 147 18 268 142 0 121 53 11 216 774 0 Grp Sat Flow(s),veh/h/ln 1372 1441 1185 1541 1618 1372 1711 1706 1517 1725 1721 1535 Q Serve(g_s), s 7.0 10.4 1.4 9.0 9.1 0.0 7.2 1.2 0.6 10.8 16.4 0.0 Cycle Q Clear(g_c), s 7.0 10.4 1.4 9.0 9.1 0.0 7.2 1.2 0.6 10.8 16.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 356 187 154 418 219 174 937 417 482 1586 V/C Ratio(X) 0.55 0.79 0.12 0.64 0.65 0.70 0.06 0.03 0.45 0.49 Avail Cap(c_a), veh/h 578 303 250 611 321 293 937 417 482 1586 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.84 0.84 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 42.8 44.3 40.4 47.6 47.7 0.0 45.6 28.1 27.8 31.2 19.7 0.0 Incr Delay (d2), s/veh 0.5 2.8 0.1 1.4 2.7 0.0 1.9 0.0 0.0 0.2 1.1 0.0 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 2.4 3.8 0.4 3.8 4.1 0.0 3.1 0.5 0.2 4.5 6.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.3 47.1 40.5 49.0 50.4 0.0 47.5 28.1 27.8 31.4 20.8 0.0 LnGrp LOS DDDDD DCCCC Approach Vol, veh/h 360 410 A 185 990 A Approach Delay, s/veh 44.7 49.5 40.7 23.1 Approach LOS DDDC Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.7 53.3 18.2 34.2 33.7 18.8 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 18.0 26.0 22.1 19.1 * 25 20.8 Max Q Clear Time (g_c+I1), s 9.2 18.4 12.4 12.8 3.2 11.1 Green Ext Time (p_c), s 0.1 3.3 0.8 0.2 0.1 1.5 Intersection Summary HCM 6th Ctrl Delay 34.3 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 2: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.05/26/2020 PS Business Park 8:00 am 11/15/2019 Cumulative Alt 5 Synchro 10 Report CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 110 275 205 35 170 40 265 650 390 50 130 225 Future Volume (veh/h) 110 275 205 35 170 40 265 650 390 50 130 225 Initial Q (Qb), veh 0 13 0000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1722 1722 1722 1574 1574 1574 1811 1811 1811 1663 1663 1663 Adj Flow Rate, veh/h 118 296 65 38 183 33 285 699 0 54 140 19 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, % 12 12 12 22 22 22 6 6 6 16 16 16 Cap, veh/h 181 380 316 96 218 39 1438 1479 179 188 152 Arrive On Green 0.03 0.07 0.07 0.06 0.17 0.17 0.45 0.45 0.00 0.11 0.11 0.11 Sat Flow, veh/h 1640 1722 1429 1499 1291 233 3346 3532 0 1584 1663 1342 Grp Volume(v), veh/h 118 296 65 38 0 216 285 699 0 54 140 19 Grp Sat Flow(s),veh/h/ln 1640 1722 1429 1499 0 1523 1673 1721 0 1584 1663 1342 Q Serve(g_s), s 7.5 17.9 4.5 2.6 0.0 14.4 5.4 14.8 0.0 3.3 8.6 1.3 Cycle Q Clear(g_c), s 7.5 17.9 4.5 2.6 0.0 14.4 5.4 14.8 0.0 3.3 8.6 1.3 Prop In Lane 1.00 1.00 1.00 0.15 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 181 380 316 96 0 257 1438 1479 179 188 152 V/C Ratio(X) 0.65 0.78 0.21 0.40 0.00 0.84 0.20 0.47 0.30 0.74 0.13 Avail Cap(c_a), veh/h 178 426 354 144 0 358 1498 1541 353 371 299 HCM Platoon Ratio 0.33 0.33 0.33 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 1.00 0.00 1.00 0.76 0.76 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.6 47.7 40.0 47.2 0.0 42.3 18.7 21.4 0.0 42.7 45.1 41.9 Incr Delay (d2), s/veh 5.8 6.5 0.2 1.0 0.0 8.9 0.2 0.8 0.0 0.3 2.2 0.1 Initial Q Delay(d3),s/veh 0.0 38.1 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 3.5 14.4 1.6 1.0 0.0 6.0 2.2 6.1 0.0 1.3 3.6 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.5 92.3 40.2 48.2 0.0 51.1 18.9 22.3 0.0 43.1 47.3 42.0 LnGrp LOS D F D D A D B C D D D Approach Vol, veh/h 479 254 984 A 213 Approach Delay, s/veh 75.9 50.7 21.3 45.7 Approach LOS E D C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.7 25.9 51.6 14.3 22.3 16.8 Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9 Max Green Setting (Gmax), s 10.1 26.0 27.4 11.4 * 25 23.4 Max Q Clear Time (g_c+I1), s 4.6 19.9 16.8 9.5 16.4 10.6 Green Ext Time (p_c), s 0.0 0.8 3.0 0.0 0.5 0.5 Intersection Summary HCM 6th Ctrl Delay 41.4 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 3: So. Airport Blvd. & 101 On/Off Ramps/Wondercolor Ln 05/26/2020 PS Business Park 8:00 am 11/15/2019 Cumulative Alt 5 Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 930 30 705 15 15 15 270 245 20 30 280 115 Future Volume (vph) 930 30 705 15 15 15 270 245 20 30 280 115 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1633 1642 2707 1701 1461 1656 3258 1626 3252 1420 Flt Permitted 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1633 1642 2707 1701 1461 1656 3258 1626 3252 1420 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 979 32 742 16 16 16 284 258 21 32 295 121 RTOR Reduction (vph) 0 0 454 0 0 15 05000100 Lane Group Flow (vph) 499 512 288 0 32 1 284 274 0 32 295 21 Confl. Peds. (#/hr) 2 17 Confl. Bikes (#/hr)32 Heavy Vehicles (%) 5% 5% 5% 9% 9% 9% 9% 9% 9% 11% 11% 11% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 6 Actuated Green, G (s) 30.9 30.9 30.9 7.0 7.0 19.8 30.2 4.5 14.9 14.9 Effective Green, g (s) 30.9 30.9 30.9 7.0 7.0 19.8 30.2 4.5 14.9 14.9 Actuated g/C Ratio 0.35 0.35 0.35 0.08 0.08 0.23 0.35 0.05 0.17 0.17 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 577 580 957 136 117 375 1125 83 554 242 v/s Ratio Prot 0.31 c0.31 c0.02 c0.17 0.08 0.02 c0.09 v/s Ratio Perm 0.11 0.00 0.01 v/c Ratio 0.86 0.88 0.30 0.24 0.01 0.76 0.24 0.39 0.53 0.09 Uniform Delay, d1 26.3 26.5 20.4 37.7 37.0 31.6 20.4 40.1 33.1 30.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 12.8 14.8 0.2 0.9 0.0 8.5 0.1 3.0 1.0 0.2 Delay (s) 39.1 41.3 20.6 38.6 37.1 40.0 20.6 43.1 34.1 30.7 Level of Service D D C DDDC DCC Approach Delay (s) 31.9 38.1 30.4 33.8 Approach LOS CDCC Intersection Summary HCM 2000 Control Delay 32.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 87.4 Sum of lost time (s) 14.8 Intersection Capacity Utilization 66.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 1: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.05/26/2020 PS Business Park 4:00 pm 11/15/2019 Cumulative Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 185 150 210 780 155 395 85 20 275 155 880 95 Future Volume (veh/h) 185 150 210 780 155 395 85 20 275 155 880 95 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 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 1811 1811 1811 1811 1811 1811 1678 1678 1678 1856 1856 1856 Adj Flow Rate, veh/h 196 156 23 821 163 0 89 21 13 163 926 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %666666151515333 Cap, veh/h 411 216 180 683 359 155 686 304 506 1458 Arrive On Green 0.12 0.12 0.12 0.07 0.07 0.00 0.10 0.22 0.22 0.29 0.41 0.00 Sat Flow, veh/h 3450 1811 1512 3450 1811 1535 1598 3188 1414 1767 3526 1572 Grp Volume(v), veh/h 196 156 23 821 163 0 89 21 13 163 926 0 Grp Sat Flow(s),veh/h/ln 1725 1811 1512 1725 1811 1535 1598 1594 1414 1767 1763 1572 Q Serve(g_s), s 5.6 8.7 1.4 20.8 9.1 0.0 5.6 0.5 0.8 7.6 21.9 0.0 Cycle Q Clear(g_c), s 5.6 8.7 1.4 20.8 9.1 0.0 5.6 0.5 0.8 7.6 21.9 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 411 216 180 683 359 155 686 304 506 1458 V/C Ratio(X) 0.48 0.72 0.13 1.20 0.45 0.57 0.03 0.04 0.32 0.64 Avail Cap(c_a), veh/h 726 381 318 683 359 274 756 335 506 1458 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.25 0.25 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 43.2 44.6 41.4 49.1 43.6 0.0 45.3 32.5 32.6 29.4 24.5 0.0 Incr Delay (d2), s/veh 0.3 1.7 0.1 94.4 0.2 0.0 1.3 0.0 0.0 0.1 2.1 0.0 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 2.4 4.0 0.5 18.6 4.4 0.0 2.2 0.2 0.3 3.2 9.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.5 46.3 41.5 143.5 43.8 0.0 46.6 32.6 32.7 29.6 26.6 0.0 LnGrp LOS D D D F D DCCCC Approach Vol, veh/h 375 984 A 123 1089 A Approach Delay, s/veh 44.5 127.0 42.7 27.1 Approach LOS D F D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.2 48.3 17.1 35.0 27.5 25.4 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 18.0 26.0 22.1 19.1 * 25 20.8 Max Q Clear Time (g_c+I1), s 7.6 23.9 10.7 9.6 2.8 22.8 Green Ext Time (p_c), s 0.1 1.3 0.9 0.2 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 68.6 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. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 2: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.05/26/2020 PS Business Park 4:00 pm 11/15/2019 Cumulative Synchro 10 Report CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 120 355 120 360 35 370 295 110 20 455 640 Future Volume (veh/h) 50 120 355 120 360 35 370 295 110 20 455 640 Initial Q (Qb), veh 0 13 0000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1781 1781 1811 1811 1811 1767 1767 1767 1841 1841 1841 Adj Flow Rate, veh/h 53 128 93 128 383 34 394 314 0 21 484 425 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, %888666999444 Cap, veh/h 157 404 358 160 385 34 885 910 391 410 332 Arrive On Green 0.02 0.07 0.07 0.09 0.24 0.24 0.29 0.29 0.00 0.22 0.22 0.22 Sat Flow, veh/h 1697 1781 1483 1725 1635 145 3264 3445 0 1753 1841 1489 Grp Volume(v), veh/h 53 128 93 128 0 417 394 314 0 21 484 425 Grp Sat Flow(s),veh/h/ln 1697 1781 1483 1725 0 1780 1632 1678 0 1753 1841 1489 Q Serve(g_s), s 3.2 7.2 6.2 7.6 0.0 24.6 10.3 7.7 0.0 1.0 23.4 23.4 Cycle Q Clear(g_c), s 3.2 7.2 6.2 7.6 0.0 24.6 10.3 7.7 0.0 1.0 23.4 23.4 Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 157 404 358 160 0 419 885 910 391 410 332 V/C Ratio(X) 0.34 0.32 0.26 0.80 0.00 1.00 0.45 0.35 0.05 1.18 1.28 Avail Cap(c_a), veh/h 184 441 367 166 0 419 943 970 391 410 332 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.83 0.83 0.83 1.00 0.00 1.00 0.93 0.93 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.7 42.3 39.5 46.7 0.0 40.1 31.7 30.8 0.0 32.1 40.8 40.8 Incr Delay (d2), s/veh 0.4 0.3 0.2 20.9 0.0 42.8 1.5 1.0 0.0 0.0 103.5 147.4 Initial Q Delay(d3),s/veh 0.0 10.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 6.1 2.4 4.2 0.0 15.5 4.3 3.3 0.0 0.4 22.2 22.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.1 53.4 39.8 67.6 0.0 82.9 33.2 31.7 0.0 32.1 144.3 188.2 LnGrp LOS D D D E A F C C C F F Approach Vol, veh/h 274 545 708 A 930 Approach Delay, s/veh 47.8 79.3 32.6 161.8 Approach LOS D E C F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.8 28.0 34.9 12.5 29.3 28.3 Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9 Max Green Setting (Gmax), s 10.1 26.0 27.4 11.4 * 25 23.4 Max Q Clear Time (g_c+I1), s 9.6 9.2 12.3 5.2 26.6 25.4 Green Ext Time (p_c), s 0.0 0.8 2.2 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 93.5 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 3: So. Airport Blvd. & 101 On/Off Ramps/Wondercolor Ln 05/26/2020 PS Business Park 4:00 pm 11/15/2019 Cumulative Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 440 30 350 40 55 30 355 275 40 50 690 270 Future Volume (vph) 440 30 350 40 55 30 355 275 40 50 690 270 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1559 1572 2584 1842 1552 1736 3366 1719 3438 1500 Flt Permitted 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1559 1572 2584 1842 1552 1736 3366 1719 3438 1500 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 458 31 365 42 57 31 370 286 42 52 719 281 RTOR Reduction (vph) 0 0 279 0 0 27 08000211 Lane Group Flow (vph) 234 255 86 0 99 4 370 320 0 52 719 70 Confl. Peds. (#/hr) 18 26 Confl. Bikes (#/hr)33 Heavy Vehicles (%) 10% 10% 10% 1% 1% 1% 4% 4% 4% 5% 5% 5% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 6 Actuated Green, G (s) 21.1 21.1 21.1 10.3 10.3 20.7 37.7 5.3 22.3 22.3 Effective Green, g (s) 21.1 21.1 21.1 10.3 10.3 20.7 37.7 5.3 22.3 22.3 Actuated g/C Ratio 0.24 0.24 0.24 0.12 0.12 0.23 0.42 0.06 0.25 0.25 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 368 371 611 212 179 402 1422 102 859 375 v/s Ratio Prot 0.15 c0.16 c0.05 c0.21 0.10 0.03 c0.21 v/s Ratio Perm 0.03 0.00 0.05 v/c Ratio 0.64 0.69 0.14 0.47 0.02 0.92 0.22 0.51 0.84 0.19 Uniform Delay, d1 30.6 31.0 26.9 36.9 35.0 33.4 16.4 40.7 31.7 26.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.6 5.2 0.1 1.6 0.0 26.1 0.1 4.0 7.1 0.2 Delay (s) 34.2 36.3 27.0 38.5 35.0 59.6 16.5 44.7 38.9 26.6 Level of Service C D C D D E B D D C Approach Delay (s) 31.7 37.7 39.3 35.9 Approach LOS CDDD Intersection Summary HCM 2000 Control Delay 35.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 89.2 Sum of lost time (s) 14.8 Intersection Capacity Utilization 68.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 1: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.05/26/2020 PS Business Park 8:00 am 11/15/2019 Cumulative Alt 6 Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 205 260 190 290 160 205 170 55 445 240 670 105 Future Volume (veh/h) 205 260 190 290 160 205 170 55 445 240 670 105 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.96 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 1441 1441 1441 1618 1618 1618 1796 1796 1796 1811 1811 1811 Adj Flow Rate, veh/h 216 274 28 305 168 25 179 58 0 253 705 33 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, % 31 31 31 19 19 19 777666 Cap, veh/h 248 495 215 447 242 196 209 638 521 1290 575 Arrive On Green 0.18 0.18 0.18 0.05 0.05 0.05 0.12 0.19 0.00 0.30 0.37 0.37 Sat Flow, veh/h 1372 2737 1191 2990 1618 1313 1711 3413 2679 1725 3441 1534 Grp Volume(v), veh/h 216 274 28 305 168 25 179 58 0 253 705 33 Grp Sat Flow(s),veh/h/ln 1372 1369 1191 1495 1618 1313 1711 1706 1340 1725 1721 1534 Q Serve(g_s), s 16.1 9.6 2.1 10.5 10.7 1.9 10.8 1.5 0.0 12.6 16.9 1.4 Cycle Q Clear(g_c), s 16.1 9.6 2.1 10.5 10.7 1.9 10.8 1.5 0.0 12.6 16.9 1.4 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 248 495 215 447 242 196 209 638 521 1290 575 V/C Ratio(X) 0.87 0.55 0.13 0.68 0.69 0.13 0.85 0.09 0.49 0.55 0.06 Avail Cap(c_a), veh/h 289 576 251 592 321 260 293 809 521 1290 575 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.85 0.85 0.85 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.8 39.2 36.1 47.5 47.6 43.4 45.2 35.3 0.0 30.0 25.8 21.0 Incr Delay (d2), s/veh 19.6 0.4 0.1 1.7 3.6 0.2 12.1 0.0 0.0 0.3 1.7 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 6.7 3.2 0.6 4.3 4.9 0.6 5.2 0.6 0.0 5.1 7.0 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.5 39.5 36.2 49.2 51.1 43.6 57.2 35.3 0.0 30.2 27.5 21.1 LnGrp LOS E DDDDDED CCC Approach Vol, veh/h 518 498 237 A 991 Approach Delay, s/veh 48.5 49.6 51.9 28.0 Approach LOS DDDC Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 16.9 44.3 23.6 36.6 24.5 20.3 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 18.0 26.0 22.1 19.1 * 25 20.8 Max Q Clear Time (g_c+I1), s 12.8 18.9 18.1 14.6 3.5 12.7 Green Ext Time (p_c), s 0.2 3.0 0.8 0.2 0.1 1.7 Intersection Summary HCM 6th Ctrl Delay 40.0 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 2: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.05/26/2020 PS Business Park 8:00 am 11/15/2019 Cumulative Alt 6 Synchro 10 Report CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 185 390 380 30 165 35 295 665 335 45 135 230 Future Volume (veh/h) 185 390 380 30 165 35 295 665 335 45 135 230 Initial Q (Qb), veh 0 13 0000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1722 1722 1722 1574 1574 1574 1811 1811 1811 1663 1663 1663 Adj Flow Rate, veh/h 199 419 112 32 177 29 317 715 0 48 145 18 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, % 12 12 12 22 22 22 6 6 6 16 16 16 Cap, veh/h 225 426 354 87 213 35 1359 1398 184 193 156 Arrive On Green 0.05 0.08 0.08 0.06 0.16 0.16 0.41 0.41 0.00 0.12 0.12 0.12 Sat Flow, veh/h 1640 1722 1432 1499 1312 215 3346 3532 0 1584 1663 1342 Grp Volume(v), veh/h 199 419 112 32 0 206 317 715 0 48 145 18 Grp Sat Flow(s),veh/h/ln 1640 1722 1432 1499 0 1527 1673 1721 0 1584 1663 1342 Q Serve(g_s), s 12.7 25.5 7.7 2.2 0.0 13.7 6.5 16.4 0.0 2.9 8.9 1.3 Cycle Q Clear(g_c), s 12.7 25.5 7.7 2.2 0.0 13.7 6.5 16.4 0.0 2.9 8.9 1.3 Prop In Lane 1.00 1.00 1.00 0.14 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 225 426 354 87 0 248 1359 1398 184 193 156 V/C Ratio(X) 0.89 0.98 0.32 0.37 0.00 0.83 0.23 0.51 0.26 0.75 0.12 Avail Cap(c_a), veh/h 225 426 354 144 0 359 1359 1398 353 371 299 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.79 0.79 0.79 1.00 0.00 1.00 0.78 0.78 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.3 48.2 39.8 47.6 0.0 42.5 20.4 23.4 0.0 42.3 45.0 41.6 Incr Delay (d2), s/veh 25.8 34.1 0.3 1.0 0.0 6.9 0.3 1.0 0.0 0.3 2.2 0.1 Initial Q Delay(d3),s/veh 0.0 101.9 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 7.2 28.1 2.9 0.8 0.0 5.6 2.5 6.6 0.0 1.1 3.8 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 75.1 184.2 40.1 48.6 0.0 49.5 20.8 24.4 0.0 42.6 47.2 41.7 LnGrp LOS E F D D A D C C D D D Approach Vol, veh/h 730 238 1032 A 211 Approach Delay, s/veh 132.4 49.4 23.3 45.7 Approach LOS F D C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.1 30.6 47.3 19.0 21.7 17.1 Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9 Max Green Setting (Gmax), s 10.1 26.0 27.4 11.4 * 25 23.4 Max Q Clear Time (g_c+I1), s 4.2 27.5 18.4 14.7 15.7 10.9 Green Ext Time (p_c), s 0.0 0.0 2.9 0.0 0.5 0.5 Intersection Summary HCM 6th Ctrl Delay 64.2 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 3: So. Airport Blvd.05/26/2020 PS Business Park 8:00 am 11/15/2019 Cumulative Alt 6 Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 900 25 735 15 15 15 235 260 20 35 425 135 Future Volume (vph) 900 25 735 15 15 15 235 260 20 35 425 135 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1633 1641 2707 1701 1461 1656 3261 1626 3252 1421 Flt Permitted 0.95 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1633 1641 2707 1701 1461 1656 3261 1626 3252 1421 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 947 26 774 16 16 16 247 274 21 37 447 142 RTOR Reduction (vph) 0 0 497 0 0 15 05000113 Lane Group Flow (vph) 483 490 277 0 32 1 247 290 0 37 447 29 Confl. Peds. (#/hr) 2 17 Confl. Bikes (#/hr)32 Heavy Vehicles (%) 5% 5% 5% 9% 9% 9% 9% 9% 9% 11% 11% 11% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 6 Actuated Green, G (s) 31.2 31.2 31.2 7.0 7.0 17.6 31.3 4.7 18.4 18.4 Effective Green, g (s) 31.2 31.2 31.2 7.0 7.0 17.6 31.3 4.7 18.4 18.4 Actuated g/C Ratio 0.35 0.35 0.35 0.08 0.08 0.20 0.35 0.05 0.21 0.21 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 572 575 948 133 114 327 1146 85 672 293 v/s Ratio Prot 0.30 c0.30 c0.02 c0.15 0.09 0.02 c0.14 v/s Ratio Perm 0.10 0.00 0.02 v/c Ratio 0.84 0.85 0.29 0.24 0.01 0.76 0.25 0.44 0.67 0.10 Uniform Delay, d1 26.7 26.8 20.9 38.5 37.8 33.7 20.5 40.9 32.5 28.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.0 11.7 0.2 0.9 0.0 9.5 0.1 3.5 2.5 0.2 Delay (s) 37.6 38.4 21.1 39.4 37.8 43.2 20.7 44.4 35.0 28.7 Level of Service D D C DDDC DCC Approach Delay (s) 30.5 38.9 30.9 34.1 Approach LOS CDCC Intersection Summary HCM 2000 Control Delay 31.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 89.0 Sum of lost time (s) 14.8 Intersection Capacity Utilization 67.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 1: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.05/26/2020 PS Business Park 4:00 pm 11/15/2019 Cumulative Alt 6 Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 215 250 290 850 155 360 70 15 290 175 865 85 Future Volume (veh/h) 215 250 290 850 155 360 70 15 290 175 865 85 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.94 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 1811 1811 1811 1811 1811 1811 1678 1678 1678 1856 1856 1856 Adj Flow Rate, veh/h 226 263 40 895 163 59 74 16 0 184 911 30 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, %666666151515333 Cap, veh/h 277 552 243 663 359 285 148 517 527 1327 591 Arrive On Green 0.16 0.16 0.16 0.07 0.07 0.07 0.09 0.16 0.00 0.30 0.38 0.38 Sat Flow, veh/h 1725 3441 1518 3346 1811 1438 1598 3188 2502 1767 3526 1569 Grp Volume(v), veh/h 226 263 40 895 163 59 74 16 0 184 911 30 Grp Sat Flow(s),veh/h/ln 1725 1721 1518 1673 1811 1438 1598 1594 1251 1767 1763 1569 Q Serve(g_s), s 13.3 7.3 2.4 20.8 9.1 4.1 4.6 0.4 0.0 8.6 22.8 1.3 Cycle Q Clear(g_c), s 13.3 7.3 2.4 20.8 9.1 4.1 4.6 0.4 0.0 8.6 22.8 1.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 277 552 243 663 359 285 148 517 527 1327 591 V/C Ratio(X) 0.82 0.48 0.16 1.35 0.45 0.21 0.50 0.03 0.35 0.69 0.05 Avail Cap(c_a), veh/h 363 724 319 663 359 285 274 756 527 1327 591 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.14 0.14 0.14 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.6 40.1 38.0 49.1 43.6 41.3 45.3 37.0 0.0 28.8 27.5 20.8 Incr Delay (d2), s/veh 8.1 0.2 0.1 159.0 0.1 0.0 1.0 0.0 0.0 0.1 2.9 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 6.2 3.1 0.9 24.0 4.4 1.5 1.9 0.2 0.0 3.6 9.8 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 50.7 40.3 38.1 208.1 43.7 41.3 46.3 37.0 0.0 29.0 30.4 21.0 LnGrp LOS D D D F DDDD CCC Approach Vol, veh/h 529 1117 90 A 1125 Approach Delay, s/veh 44.6 175.3 44.6 29.9 Approach LOS D F D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.7 44.4 21.4 36.2 21.9 25.4 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 18.0 26.0 22.1 19.1 * 25 20.8 Max Q Clear Time (g_c+I1), s 6.6 24.8 15.3 10.6 2.4 22.8 Green Ext Time (p_c), s 0.1 0.8 1.1 0.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 89.9 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 2: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.05/26/2020 PS Business Park 4:00 pm 11/15/2019 Cumulative Alt 6 Synchro 10 Report CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 80 160 430 100 370 35 365 310 100 20 405 680 Future Volume (veh/h) 80 160 430 100 370 35 365 310 100 20 405 680 Initial Q (Qb), veh 0 13 0000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1781 1781 1811 1811 1811 1767 1767 1767 1841 1841 1841 Adj Flow Rate, veh/h 85 175 173 106 394 34 388 330 0 21 431 469 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, %888666999444 Cap, veh/h 162 426 365 157 386 33 876 901 391 410 332 Arrive On Green 0.03 0.08 0.08 0.09 0.24 0.24 0.28 0.28 0.00 0.22 0.22 0.22 Sat Flow, veh/h 1697 1781 1485 1725 1639 141 3264 3445 0 1753 1841 1489 Grp Volume(v), veh/h 85 175 173 106 0 428 388 330 0 21 431 469 Grp Sat Flow(s),veh/h/ln 1697 1781 1485 1725 0 1781 1632 1678 0 1753 1841 1489 Q Serve(g_s), s 5.2 9.8 11.7 6.3 0.0 24.7 10.2 8.3 0.0 1.0 23.4 23.4 Cycle Q Clear(g_c), s 5.2 9.8 11.7 6.3 0.0 24.7 10.2 8.3 0.0 1.0 23.4 23.4 Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 162 426 365 157 0 419 876 901 391 410 332 V/C Ratio(X) 0.52 0.41 0.47 0.68 0.00 1.02 0.44 0.37 0.05 1.05 1.41 Avail Cap(c_a), veh/h 184 441 368 166 0 419 903 928 391 410 332 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.87 0.87 0.87 1.00 0.00 1.00 0.93 0.93 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.5 42.8 41.8 46.2 0.0 40.2 31.9 31.2 0.0 32.1 40.8 40.8 Incr Delay (d2), s/veh 0.9 0.4 0.6 7.6 0.0 49.6 1.5 1.1 0.0 0.0 58.4 202.8 Initial Q Delay(d3),s/veh 0.0 11.4 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 2.3 7.6 4.7 3.0 0.0 16.4 4.2 3.5 0.0 0.4 17.1 27.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.4 54.5 42.4 53.9 0.0 89.7 33.4 32.2 0.0 32.1 99.2 243.6 LnGrp LOS DDDDAFCC CFF Approach Vol, veh/h 433 534 718 A 921 Approach Delay, s/veh 48.7 82.6 32.9 171.2 Approach LOS D F C F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.5 29.5 33.6 13.8 29.3 28.3 Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9 Max Green Setting (Gmax), s 10.1 26.0 27.4 11.4 * 25 23.4 Max Q Clear Time (g_c+I1), s 8.3 13.7 12.2 7.2 26.7 25.4 Green Ext Time (p_c), s 0.0 1.1 2.2 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 94.6 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 3: So. Airport Blvd.05/26/2020 PS Business Park 4:00 pm 11/15/2019 Cumulative Alt 6 Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 425 30 360 40 55 30 360 275 45 50 710 265 Future Volume (vph) 425 30 360 40 55 30 360 275 45 50 710 265 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1559 1572 2584 1842 1552 1736 3355 1719 3438 1501 Flt Permitted 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1559 1572 2584 1842 1552 1736 3355 1719 3438 1501 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 443 31 375 42 57 31 375 286 47 52 740 276 RTOR Reduction (vph) 0 0 289 0 0 27 09000207 Lane Group Flow (vph) 235 239 86 0 99 4 375 324 0 52 740 69 Confl. Peds. (#/hr) 18 26 Confl. Bikes (#/hr)33 Heavy Vehicles (%) 10% 10% 10% 1% 1% 1% 4% 4% 4% 5% 5% 5% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 6 Actuated Green, G (s) 20.3 20.3 20.3 10.3 10.3 20.7 37.7 5.2 22.2 22.2 Effective Green, g (s) 20.3 20.3 20.3 10.3 10.3 20.7 37.7 5.2 22.2 22.2 Actuated g/C Ratio 0.23 0.23 0.23 0.12 0.12 0.23 0.43 0.06 0.25 0.25 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 358 361 594 214 181 406 1432 101 864 377 v/s Ratio Prot 0.15 c0.15 c0.05 c0.22 0.10 0.03 c0.22 v/s Ratio Perm 0.03 0.00 0.05 v/c Ratio 0.66 0.66 0.15 0.46 0.02 0.92 0.23 0.51 0.86 0.18 Uniform Delay, d1 30.8 30.9 27.1 36.4 34.5 33.0 16.0 40.3 31.5 25.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.3 4.5 0.1 1.6 0.0 26.4 0.1 4.4 8.4 0.2 Delay (s) 35.1 35.4 27.2 38.0 34.6 59.5 16.1 44.7 39.9 26.2 Level of Service D D C D C E B D D C Approach Delay (s) 31.7 37.2 39.1 36.6 Approach LOS CDDD Intersection Summary HCM 2000 Control Delay 35.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 88.3 Sum of lost time (s) 14.8 Intersection Capacity Utilization 69.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 1: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.05/26/2020 PS Business Park 8:00 am 11/15/2019 CPP Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 180 226 171 330 175 195 160 45 440 230 665 100 Future Volume (veh/h) 180 226 171 330 175 195 160 45 440 230 665 100 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 1441 1441 1441 1618 1618 1618 1796 1796 1796 1811 1811 1811 Adj Flow Rate, veh/h 142 303 0 347 184 0 168 47 0 242 700 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 31 31 31 19 19 19 777666 Cap, veh/h 186 390 484 254 198 773 517 1442 Arrive On Green 0.14 0.14 0.00 0.05 0.05 0.00 0.12 0.23 0.00 0.30 0.42 0.00 Sat Flow, veh/h 1372 2881 1221 3083 1618 1372 1711 3503 0 1725 3441 1535 Grp Volume(v), veh/h 142 303 0 347 184 0 168 47 0 242 700 0 Grp Sat Flow(s),veh/h/ln 1372 1441 1221 1541 1618 1372 1711 1706 0 1725 1721 1535 Q Serve(g_s), s 10.5 10.7 0.0 11.6 11.8 0.0 10.1 1.1 0.0 12.0 15.6 0.0 Cycle Q Clear(g_c), s 10.5 10.7 0.0 11.6 11.8 0.0 10.1 1.1 0.0 12.0 15.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 186 390 484 254 198 773 517 1442 V/C Ratio(X) 0.76 0.78 0.72 0.72 0.85 0.06 0.47 0.49 Avail Cap(c_a), veh/h 289 606 611 321 293 809 517 1442 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.84 0.84 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 43.8 43.9 0.0 47.5 47.5 0.0 45.5 31.8 0.0 29.9 22.2 0.0 Incr Delay (d2), s/veh 2.5 1.3 0.0 2.5 5.0 0.0 9.5 0.0 0.0 0.2 1.2 0.0 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 3.7 3.8 0.0 5.0 5.5 0.0 4.7 0.5 0.0 4.9 6.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.2 45.1 0.0 50.0 52.5 0.0 55.0 31.9 0.0 30.2 23.4 0.0 LnGrp LOS D D D D D C C C Approach Vol, veh/h 445 A 531 A 215 A 942 A Approach Delay, s/veh 45.5 50.8 49.9 25.1 Approach LOS DDDC Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 16.2 48.9 18.8 36.4 28.7 21.1 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 18.0 26.0 22.1 19.1 * 25 20.8 Max Q Clear Time (g_c+I1), s 12.1 17.6 12.7 14.0 3.1 13.8 Green Ext Time (p_c), s 0.2 3.3 1.2 0.2 0.1 1.7 Intersection Summary HCM 6th Ctrl Delay 38.3 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. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 2: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.05/26/2020 PS Business Park 8:00 am 11/15/2019 CPP Synchro 10 Report CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 162 370 378 30 170 30 335 665 360 35 130 235 Future Volume (veh/h) 162 370 378 30 170 30 335 665 360 35 130 235 Initial Q (Qb), veh 0 13 0000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1722 1722 1722 1574 1574 1574 1811 1811 1811 1663 1663 1663 Adj Flow Rate, veh/h 174 398 124 32 183 24 360 715 0 38 140 21 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, % 12 12 12 22 22 22 6 6 6 16 16 16 Cap, veh/h 225 426 354 87 221 29 1370 1408 179 188 151 Arrive On Green 0.05 0.08 0.08 0.06 0.16 0.16 0.41 0.41 0.00 0.11 0.11 0.11 Sat Flow, veh/h 1640 1722 1432 1499 1357 178 3346 3532 0 1584 1663 1341 Grp Volume(v), veh/h 174 398 124 32 0 207 360 715 0 38 140 21 Grp Sat Flow(s),veh/h/ln 1640 1722 1432 1499 0 1535 1673 1721 0 1584 1663 1341 Q Serve(g_s), s 11.0 24.1 8.6 2.2 0.0 13.7 7.5 16.3 0.0 2.3 8.6 1.5 Cycle Q Clear(g_c), s 11.0 24.1 8.6 2.2 0.0 13.7 7.5 16.3 0.0 2.3 8.6 1.5 Prop In Lane 1.00 1.00 1.00 0.12 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 225 426 354 87 0 250 1370 1408 179 188 151 V/C Ratio(X) 0.77 0.93 0.35 0.37 0.00 0.83 0.26 0.51 0.21 0.75 0.14 Avail Cap(c_a), veh/h 225 426 354 144 0 361 1370 1408 353 371 299 HCM Platoon Ratio 0.33 0.33 0.33 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 1.00 0.00 1.00 0.78 0.78 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.5 48.2 40.2 47.6 0.0 42.5 20.5 23.1 0.0 42.3 45.1 42.0 Incr Delay (d2), s/veh 12.2 24.5 0.4 1.0 0.0 6.9 0.4 1.0 0.0 0.2 2.2 0.2 Initial Q Delay(d3),s/veh 0.0 79.7 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 24.3 3.3 0.8 0.0 5.6 2.9 6.6 0.0 0.9 3.6 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 60.7 152.5 40.6 48.6 0.0 49.4 20.9 24.1 0.0 42.5 47.3 42.1 LnGrp LOS E F D D A D C C D D D Approach Vol, veh/h 696 239 1075 A 199 Approach Delay, s/veh 109.6 49.3 23.1 45.9 Approach LOS F D C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.1 30.6 47.6 19.0 21.7 16.8 Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9 Max Green Setting (Gmax), s 10.1 26.0 27.4 11.4 * 25 23.4 Max Q Clear Time (g_c+I1), s 4.2 26.1 18.3 13.0 15.7 10.6 Green Ext Time (p_c), s 0.0 0.0 3.0 0.0 0.5 0.5 Intersection Summary HCM 6th Ctrl Delay 55.2 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 3: So. Airport Blvd. & 101 On/Off Ramps/Watercolor Ln 05/26/2020 PS Business Park 8:00 am 11/15/2019 CPP Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 905 20 680 15 10 15 235 315 20 30 434 124 Future Volume (vph) 905 20 680 15 10 15 235 315 20 30 434 124 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1633 1641 2707 1693 1461 1656 3269 1626 3252 1421 Flt Permitted 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1633 1641 2707 1693 1461 1656 3269 1626 3252 1421 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 953 21 716 16 11 16 247 332 21 32 457 131 RTOR Reduction (vph) 0 0 462 0 0 15 03000104 Lane Group Flow (vph) 486 488 254 0 27 1 247 350 0 32 457 27 Confl. Peds. (#/hr) 2 17 Confl. Bikes (#/hr)32 Heavy Vehicles (%) 5% 5% 5% 9% 9% 9% 9% 9% 9% 11% 11% 11% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 6 Actuated Green, G (s) 31.1 31.1 31.1 6.9 6.9 17.6 31.7 4.5 18.6 18.6 Effective Green, g (s) 31.1 31.1 31.1 6.9 6.9 17.6 31.7 4.5 18.6 18.6 Actuated g/C Ratio 0.35 0.35 0.35 0.08 0.08 0.20 0.36 0.05 0.21 0.21 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 570 573 945 131 113 327 1164 82 679 296 v/s Ratio Prot c0.30 0.30 c0.02 c0.15 0.11 0.02 c0.14 v/s Ratio Perm 0.09 0.00 0.02 v/c Ratio 0.85 0.85 0.27 0.21 0.01 0.76 0.30 0.39 0.67 0.09 Uniform Delay, d1 26.8 26.8 20.8 38.5 37.9 33.7 20.7 40.9 32.4 28.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.8 11.7 0.2 0.8 0.0 9.5 0.1 3.1 2.6 0.1 Delay (s) 38.6 38.5 20.9 39.3 37.9 43.2 20.8 44.0 35.0 28.5 Level of Service D D C DDDC DDC Approach Delay (s) 31.1 38.8 30.0 34.1 Approach LOS CDCC Intersection Summary HCM 2000 Control Delay 31.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 89.0 Sum of lost time (s) 14.8 Intersection Capacity Utilization 67.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 1: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.05/26/2020 PS Business Park 4:00 pm 11/15/2019 CPP Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 181 193 208 870 284 415 113 15 275 185 875 176 Future Volume (veh/h) 181 193 208 870 284 415 113 15 275 185 875 176 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 1811 1811 1811 1811 1811 1811 1678 1678 1678 1856 1856 1856 Adj Flow Rate, veh/h 131 287 0 916 299 0 119 16 0 195 921 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %666666151515333 Cap, veh/h 199 418 683 359 162 632 543 1455 Arrive On Green 0.12 0.12 0.00 0.07 0.07 0.00 0.10 0.20 0.00 0.31 0.41 0.00 Sat Flow, veh/h 1725 3622 1535 3450 1811 1535 1598 3272 0 1767 3526 1572 Grp Volume(v), veh/h 131 287 0 916 299 0 119 16 0 195 921 0 Grp Sat Flow(s),veh/h/ln 1725 1811 1535 1725 1811 1535 1598 1594 0 1767 1763 1572 Q Serve(g_s), s 7.6 8.0 0.0 20.8 17.1 0.0 7.6 0.4 0.0 9.0 21.8 0.0 Cycle Q Clear(g_c), s 7.6 8.0 0.0 20.8 17.1 0.0 7.6 0.4 0.0 9.0 21.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 199 418 683 359 162 632 543 1455 V/C Ratio(X) 0.66 0.69 1.34 0.83 0.73 0.03 0.36 0.63 Avail Cap(c_a), veh/h 363 762 683 359 274 756 543 1455 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.09 0.09 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 44.5 44.6 0.0 49.1 47.4 0.0 45.8 33.9 0.0 28.3 24.5 0.0 Incr Delay (d2), s/veh 1.4 0.8 0.0 154.1 1.6 0.0 2.4 0.0 0.0 0.1 2.1 0.0 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 3.3 3.6 0.0 24.3 8.5 0.0 3.1 0.2 0.0 3.8 9.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.8 45.4 0.0 203.2 49.0 0.0 48.2 33.9 0.0 28.5 26.6 0.0 LnGrp LOS D D F D D C C C Approach Vol, veh/h 418 A 1215 A 135 A 1116 A Approach Delay, s/veh 45.5 165.2 46.5 26.9 Approach LOS D F D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.7 48.2 16.7 37.2 25.7 25.4 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 18.0 26.0 22.1 19.1 * 25 20.8 Max Q Clear Time (g_c+I1), s 9.6 23.8 10.0 11.0 2.4 22.8 Green Ext Time (p_c), s 0.1 1.4 1.2 0.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 88.8 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. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 2: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.05/26/2020 PS Business Park 4:00 pm 11/15/2019 CPP Synchro 10 Report CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 56 140 412 95 400 25 508 275 110 15 365 706 Future Volume (veh/h) 56 140 412 95 400 25 508 275 110 15 365 706 Initial Q (Qb), veh 0 13 0000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1781 1781 1811 1811 1811 1767 1767 1767 1841 1841 1841 Adj Flow Rate, veh/h 60 170 163 101 426 25 540 293 0 16 388 534 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, %888666999444 Cap, veh/h 156 415 361 156 398 23 887 912 391 410 332 Arrive On Green 0.03 0.08 0.08 0.09 0.24 0.24 0.29 0.29 0.00 0.22 0.22 0.22 Sat Flow, veh/h 1697 1781 1484 1725 1691 99 3264 3445 0 1753 1841 1489 Grp Volume(v), veh/h 60 170 163 101 0 451 540 293 0 16 388 534 Grp Sat Flow(s),veh/h/ln 1697 1781 1484 1725 0 1790 1632 1678 0 1753 1841 1489 Q Serve(g_s), s 3.7 9.6 11.1 5.9 0.0 24.7 14.9 7.2 0.0 0.8 21.8 23.4 Cycle Q Clear(g_c), s 3.7 9.6 11.1 5.9 0.0 24.7 14.9 7.2 0.0 0.8 21.8 23.4 Prop In Lane 1.00 1.00 1.00 0.06 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 156 415 361 156 0 421 887 912 391 410 332 V/C Ratio(X) 0.38 0.41 0.45 0.65 0.00 1.07 0.61 0.32 0.04 0.95 1.61 Avail Cap(c_a), veh/h 184 441 367 166 0 421 931 957 391 410 332 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.88 0.88 0.88 1.00 0.00 1.00 0.90 0.90 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.0 43.0 41.6 46.2 0.0 40.2 33.4 30.5 0.0 32.0 40.2 40.8 Incr Delay (d2), s/veh 0.5 0.4 0.6 5.8 0.0 64.1 2.8 0.8 0.0 0.0 30.6 287.6 Initial Q Delay(d3),s/veh 0.0 12.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 7.5 4.4 2.8 0.0 18.2 6.2 3.0 0.0 0.3 13.2 35.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.5 55.4 42.2 51.9 0.0 104.3 36.2 31.3 0.0 32.0 70.8 328.4 LnGrp LOS D E D D A F D C C E F Approach Vol, veh/h 393 552 833 A 938 Approach Delay, s/veh 48.9 94.7 34.5 216.8 Approach LOS D F C F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.5 28.7 34.5 12.9 29.3 28.3 Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9 Max Green Setting (Gmax), s 10.1 26.0 27.4 11.4 * 25 23.4 Max Q Clear Time (g_c+I1), s 7.9 13.1 16.9 5.7 26.7 25.4 Green Ext Time (p_c), s 0.0 1.1 2.2 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 111.8 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 3: So. Airport Blvd. & 101 On/Off Ramps/Watercolor Ln 05/26/2020 PS Business Park 4:00 pm 11/15/2019 CPP Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 455 25 295 35 50 30 400 368 45 45 651 256 Future Volume (vph) 455 25 295 35 50 30 400 368 45 45 651 256 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1559 1571 2584 1843 1553 1736 3382 1719 3438 1501 Flt Permitted 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1559 1571 2584 1843 1553 1736 3382 1719 3438 1501 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 474 26 307 36 52 31 417 383 47 47 678 267 RTOR Reduction (vph) 0 0 242 0 0 27 07000199 Lane Group Flow (vph) 251 249 65 0 88 4 417 423 0 47 678 68 Confl. Peds. (#/hr) 18 26 Confl. Bikes (#/hr)33 Heavy Vehicles (%) 10% 10% 10% 1% 1% 1% 4% 4% 4% 5% 5% 5% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 6 Actuated Green, G (s) 18.0 18.0 18.0 10.0 10.0 20.5 37.3 5.0 21.8 21.8 Effective Green, g (s) 18.0 18.0 18.0 10.0 10.0 20.5 37.3 5.0 21.8 21.8 Actuated g/C Ratio 0.21 0.21 0.21 0.12 0.12 0.24 0.44 0.06 0.26 0.26 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 329 332 546 216 182 418 1482 100 880 384 v/s Ratio Prot c0.16 0.16 c0.05 c0.24 0.12 0.03 c0.20 v/s Ratio Perm 0.03 0.00 0.05 v/c Ratio 0.76 0.75 0.12 0.41 0.02 1.00 0.29 0.47 0.77 0.18 Uniform Delay, d1 31.5 31.4 27.1 34.8 33.2 32.3 15.3 38.8 29.3 24.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.0 9.2 0.1 1.3 0.0 43.1 0.1 3.5 4.2 0.2 Delay (s) 41.6 40.6 27.2 36.1 33.3 75.4 15.4 42.2 33.5 24.9 Level of Service D D C D C E B D C C Approach Delay (s) 35.8 35.3 44.9 31.6 Approach LOS DDDC Intersection Summary HCM 2000 Control Delay 37.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 85.1 Sum of lost time (s) 14.8 Intersection Capacity Utilization 70.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 1: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.05/28/2020 PS Business Park 8:00 am 11/15/2019 CPP Alt 5 Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 220 149 140 255 135 225 115 50 240 205 735 110 Future Volume (veh/h) 220 149 140 255 135 225 115 50 240 205 735 110 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 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 1441 1441 1441 1618 1618 1618 1796 1796 1796 1811 1811 1811 Adj Flow Rate, veh/h 232 157 19 268 142 0 121 53 11 216 774 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 31 31 31 19 19 19 777666 Cap, veh/h 375 197 162 418 219 174 913 406 482 1561 Arrive On Green 0.14 0.14 0.14 0.04 0.04 0.00 0.10 0.27 0.27 0.28 0.45 0.00 Sat Flow, veh/h 2744 1441 1187 3083 1618 1372 1711 3413 1517 1725 3441 1535 Grp Volume(v), veh/h 232 157 19 268 142 0 121 53 11 216 774 0 Grp Sat Flow(s),veh/h/ln 1372 1441 1187 1541 1618 1372 1711 1706 1517 1725 1721 1535 Q Serve(g_s), s 8.4 11.1 1.5 9.0 9.1 0.0 7.2 1.2 0.6 10.8 16.6 0.0 Cycle Q Clear(g_c), s 8.4 11.1 1.5 9.0 9.1 0.0 7.2 1.2 0.6 10.8 16.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 375 197 162 418 219 174 913 406 482 1561 V/C Ratio(X) 0.62 0.80 0.12 0.64 0.65 0.70 0.06 0.03 0.45 0.50 Avail Cap(c_a), veh/h 578 303 250 611 321 293 913 406 482 1561 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.84 0.84 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 42.7 43.9 39.8 47.6 47.7 0.0 45.6 28.6 28.4 31.2 20.2 0.0 Incr Delay (d2), s/veh 0.6 3.9 0.1 1.4 2.7 0.0 1.9 0.0 0.0 0.2 1.1 0.0 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 2.9 4.1 0.4 3.8 4.1 0.0 3.1 0.5 0.2 4.5 6.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.3 47.8 39.9 49.0 50.4 0.0 47.5 28.6 28.4 31.4 21.3 0.0 LnGrp LOS DDDDD DCCCC Approach Vol, veh/h 408 410 A 185 990 A Approach Delay, s/veh 44.9 49.5 40.9 23.5 Approach LOS DDDC Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.7 52.5 19.0 34.2 33.0 18.8 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 18.0 26.0 22.1 19.1 * 25 20.8 Max Q Clear Time (g_c+I1), s 9.2 18.6 13.1 12.8 3.2 11.1 Green Ext Time (p_c), s 0.1 3.3 0.9 0.2 0.1 1.5 Intersection Summary HCM 6th Ctrl Delay 34.9 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 2: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.05/28/2020 PS Business Park 8:00 am 11/15/2019 CPP Alt 5 Synchro 10 Report CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 112 275 212 35 170 40 265 650 390 50 130 225 Future Volume (veh/h) 112 275 212 35 170 40 265 650 390 50 130 225 Initial Q (Qb), veh 0 13 0000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1722 1722 1722 1574 1574 1574 1811 1811 1811 1663 1663 1663 Adj Flow Rate, veh/h 120 296 68 38 183 33 285 699 0 54 140 19 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, % 12 12 12 22 22 22 6 6 6 16 16 16 Cap, veh/h 181 380 316 96 218 39 1438 1479 179 188 152 Arrive On Green 0.03 0.07 0.07 0.06 0.17 0.17 0.45 0.45 0.00 0.11 0.11 0.11 Sat Flow, veh/h 1640 1722 1429 1499 1291 233 3346 3532 0 1584 1663 1342 Grp Volume(v), veh/h 120 296 68 38 0 216 285 699 0 54 140 19 Grp Sat Flow(s),veh/h/ln 1640 1722 1429 1499 0 1523 1673 1721 0 1584 1663 1342 Q Serve(g_s), s 7.6 17.9 4.7 2.6 0.0 14.4 5.4 14.8 0.0 3.3 8.6 1.3 Cycle Q Clear(g_c), s 7.6 17.9 4.7 2.6 0.0 14.4 5.4 14.8 0.0 3.3 8.6 1.3 Prop In Lane 1.00 1.00 1.00 0.15 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 181 380 316 96 0 257 1438 1479 179 188 152 V/C Ratio(X) 0.66 0.78 0.22 0.40 0.00 0.84 0.20 0.47 0.30 0.74 0.13 Avail Cap(c_a), veh/h 178 426 354 144 0 358 1498 1540 353 371 299 HCM Platoon Ratio 0.33 0.33 0.33 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 1.00 0.00 1.00 0.75 0.75 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.7 47.7 40.1 47.2 0.0 42.3 18.7 21.5 0.0 42.7 45.1 41.9 Incr Delay (d2), s/veh 6.4 6.5 0.2 1.0 0.0 8.9 0.2 0.8 0.0 0.3 2.2 0.1 Initial Q Delay(d3),s/veh 0.0 38.0 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 3.6 14.4 1.7 1.0 0.0 6.0 2.2 6.1 0.0 1.3 3.6 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.1 92.2 40.3 48.2 0.0 51.1 18.9 22.3 0.0 43.1 47.3 42.0 LnGrp LOS E F D D A D B C D D D Approach Vol, veh/h 484 254 984 A 213 Approach Delay, s/veh 75.7 50.7 21.3 45.7 Approach LOS E D C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.7 25.9 51.6 14.3 22.3 16.8 Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9 Max Green Setting (Gmax), s 10.1 26.0 27.4 11.4 * 25 23.4 Max Q Clear Time (g_c+I1), s 4.6 19.9 16.8 9.6 16.4 10.6 Green Ext Time (p_c), s 0.0 0.9 3.0 0.0 0.5 0.5 Intersection Summary HCM 6th Ctrl Delay 41.5 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 3: So. Airport Blvd. & 101 On/Off Ramps/Wondercolor Ln 05/28/2020 PS Business Park 8:00 am 11/15/2019 CPP Alt 5 Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 930 30 705 15 15 15 271 245 20 30 283 119 Future Volume (vph) 930 30 705 15 15 15 271 245 20 30 283 119 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1633 1642 2707 1701 1461 1656 3258 1626 3252 1420 Flt Permitted 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1633 1642 2707 1701 1461 1656 3258 1626 3252 1420 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 979 32 742 16 16 16 285 258 21 32 298 125 RTOR Reduction (vph) 0 0 455 0 0 15 05000103 Lane Group Flow (vph) 499 512 287 0 32 1 285 274 0 32 298 22 Confl. Peds. (#/hr) 2 17 Confl. Bikes (#/hr)32 Heavy Vehicles (%) 5% 5% 5% 9% 9% 9% 9% 9% 9% 11% 11% 11% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 6 Actuated Green, G (s) 30.9 30.9 30.9 7.1 7.1 19.9 30.5 4.6 15.2 15.2 Effective Green, g (s) 30.9 30.9 30.9 7.1 7.1 19.9 30.5 4.6 15.2 15.2 Actuated g/C Ratio 0.35 0.35 0.35 0.08 0.08 0.23 0.35 0.05 0.17 0.17 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 574 577 951 137 118 374 1130 85 562 245 v/s Ratio Prot 0.31 c0.31 c0.02 c0.17 0.08 0.02 c0.09 v/s Ratio Perm 0.11 0.00 0.02 v/c Ratio 0.87 0.89 0.30 0.23 0.01 0.76 0.24 0.38 0.53 0.09 Uniform Delay, d1 26.6 26.9 20.7 37.9 37.2 31.8 20.5 40.3 33.1 30.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 13.2 15.3 0.2 0.9 0.0 8.9 0.1 2.8 1.0 0.2 Delay (s) 39.8 42.1 20.9 38.7 37.2 40.7 20.6 43.0 34.1 30.7 Level of Service D D C DDDC DCC Approach Delay (s) 32.5 38.2 30.7 33.8 Approach LOS CDCC Intersection Summary HCM 2000 Control Delay 32.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 87.9 Sum of lost time (s) 14.8 Intersection Capacity Utilization 66.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 1: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.05/28/2020 PS Business Park 4:00 pm 11/15/2019 CPP Alt 5 Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 196 152 210 780 161 395 85 20 275 155 880 126 Future Volume (veh/h) 196 152 210 780 161 395 85 20 275 155 880 126 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 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 1811 1811 1811 1811 1811 1811 1678 1678 1678 1856 1856 1856 Adj Flow Rate, veh/h 206 160 23 821 169 0 89 21 13 163 926 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %666666151515333 Cap, veh/h 419 220 184 683 359 155 679 301 506 1450 Arrive On Green 0.12 0.12 0.12 0.07 0.07 0.00 0.10 0.21 0.21 0.29 0.41 0.00 Sat Flow, veh/h 3450 1811 1512 3450 1811 1535 1598 3188 1414 1767 3526 1572 Grp Volume(v), veh/h 206 160 23 821 169 0 89 21 13 163 926 0 Grp Sat Flow(s),veh/h/ln 1725 1811 1512 1725 1811 1535 1598 1594 1414 1767 1763 1572 Q Serve(g_s), s 5.9 8.9 1.4 20.8 9.4 0.0 5.6 0.5 0.8 7.6 22.0 0.0 Cycle Q Clear(g_c), s 5.9 8.9 1.4 20.8 9.4 0.0 5.6 0.5 0.8 7.6 22.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 419 220 184 683 359 155 679 301 506 1450 V/C Ratio(X) 0.49 0.73 0.13 1.20 0.47 0.57 0.03 0.04 0.32 0.64 Avail Cap(c_a), veh/h 726 381 318 683 359 274 756 335 506 1450 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.25 0.25 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 43.1 44.5 41.2 49.1 43.8 0.0 45.3 32.7 32.8 29.4 24.7 0.0 Incr Delay (d2), s/veh 0.3 1.7 0.1 94.4 0.2 0.0 1.3 0.0 0.0 0.1 2.2 0.0 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 2.5 4.1 0.5 18.6 4.6 0.0 2.2 0.2 0.3 3.2 9.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.4 46.2 41.3 143.5 44.0 0.0 46.6 32.7 32.8 29.6 26.9 0.0 LnGrp LOS D D D F D DCCCC Approach Vol, veh/h 389 990 A 123 1089 A Approach Delay, s/veh 44.4 126.5 42.8 27.3 Approach LOS D F D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.2 48.1 17.3 35.0 27.3 25.4 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 18.0 26.0 22.1 19.1 * 25 20.8 Max Q Clear Time (g_c+I1), s 7.6 24.0 10.9 9.6 2.8 22.8 Green Ext Time (p_c), s 0.1 1.2 0.9 0.2 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 68.5 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. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 2: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.05/28/2020 PS Business Park 4:00 pm 11/15/2019 CPP Alt 5 Synchro 10 Report CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 51 120 357 120 360 35 375 295 110 20 455 641 Future Volume (veh/h) 51 120 357 120 360 35 375 295 110 20 455 641 Initial Q (Qb), veh 0 13 0000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1781 1781 1811 1811 1811 1767 1767 1767 1841 1841 1841 Adj Flow Rate, veh/h 54 128 94 128 383 34 399 314 0 21 484 427 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, %888666999444 Cap, veh/h 158 405 358 160 385 34 884 909 391 410 332 Arrive On Green 0.02 0.07 0.07 0.09 0.24 0.24 0.29 0.29 0.00 0.22 0.22 0.22 Sat Flow, veh/h 1697 1781 1483 1725 1635 145 3264 3445 0 1753 1841 1489 Grp Volume(v), veh/h 54 128 94 128 0 417 399 314 0 21 484 427 Grp Sat Flow(s),veh/h/ln 1697 1781 1483 1725 0 1780 1632 1678 0 1753 1841 1489 Q Serve(g_s), s 3.3 7.2 6.3 7.6 0.0 24.6 10.4 7.7 0.0 1.0 23.4 23.4 Cycle Q Clear(g_c), s 3.3 7.2 6.3 7.6 0.0 24.6 10.4 7.7 0.0 1.0 23.4 23.4 Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 158 405 358 160 0 419 884 909 391 410 332 V/C Ratio(X) 0.34 0.32 0.26 0.80 0.00 1.00 0.45 0.35 0.05 1.18 1.29 Avail Cap(c_a), veh/h 184 441 367 166 0 419 941 968 391 410 332 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.83 0.83 0.83 1.00 0.00 1.00 0.93 0.93 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.7 42.3 39.6 46.7 0.0 40.1 31.8 30.8 0.0 32.1 40.8 40.8 Incr Delay (d2), s/veh 0.4 0.3 0.2 20.9 0.0 42.8 1.5 1.0 0.0 0.0 103.5 149.8 Initial Q Delay(d3),s/veh 0.0 10.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 6.1 2.4 4.2 0.0 15.5 4.3 3.3 0.0 0.4 22.2 22.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.1 53.4 39.8 67.6 0.0 82.9 33.4 31.8 0.0 32.1 144.3 190.6 LnGrp LOS D D D E A F C C C F F Approach Vol, veh/h 276 545 713 A 932 Approach Delay, s/veh 47.7 79.3 32.7 163.0 Approach LOS D E C F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.8 28.1 34.9 12.5 29.3 28.3 Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9 Max Green Setting (Gmax), s 10.1 26.0 27.4 11.4 * 25 23.4 Max Q Clear Time (g_c+I1), s 9.6 9.2 12.4 5.3 26.6 25.4 Green Ext Time (p_c), s 0.0 0.8 2.2 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 93.9 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 3: So. Airport Blvd. & 101 On/Off Ramps/Wondercolor Ln 05/28/2020 PS Business Park 4:00 pm 11/15/2019 CPP Alt 5 Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 440 30 350 40 55 30 355 278 40 52 691 271 Future Volume (vph) 440 30 350 40 55 30 355 278 40 52 691 271 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1559 1572 2584 1842 1552 1736 3367 1719 3438 1503 Flt Permitted 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1559 1572 2584 1842 1552 1736 3367 1719 3438 1503 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 458 31 365 42 57 31 370 290 42 54 720 282 RTOR Reduction (vph) 0 0 279 0 0 27 08000212 Lane Group Flow (vph) 234 255 86 0 99 4 370 324 0 54 720 70 Confl. Peds. (#/hr) 18 26 Confl. Bikes (#/hr)32 Heavy Vehicles (%) 10% 10% 10% 1% 1% 1% 4% 4% 4% 5% 5% 5% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 6 Actuated Green, G (s) 21.1 21.1 21.1 10.3 10.3 20.7 37.6 5.3 22.2 22.2 Effective Green, g (s) 21.1 21.1 21.1 10.3 10.3 20.7 37.6 5.3 22.2 22.2 Actuated g/C Ratio 0.24 0.24 0.24 0.12 0.12 0.23 0.42 0.06 0.25 0.25 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 369 372 611 212 179 403 1420 102 856 374 v/s Ratio Prot 0.15 c0.16 c0.05 c0.21 0.10 0.03 c0.21 v/s Ratio Perm 0.03 0.00 0.05 v/c Ratio 0.63 0.69 0.14 0.47 0.02 0.92 0.23 0.53 0.84 0.19 Uniform Delay, d1 30.5 31.0 26.8 36.8 34.9 33.4 16.5 40.7 31.8 26.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.5 5.2 0.1 1.6 0.0 25.4 0.1 4.9 7.5 0.2 Delay (s) 34.1 36.1 27.0 38.5 35.0 58.8 16.6 45.6 39.3 26.6 Level of Service C D C D C E B D D C Approach Delay (s) 31.7 37.6 38.8 36.2 Approach LOS CDDD Intersection Summary HCM 2000 Control Delay 35.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 89.1 Sum of lost time (s) 14.8 Intersection Capacity Utilization 68.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 1: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.05/28/2020 PS Business Park 8:00 am 11/15/2019 CPP Alt 6 Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 240 269 201 290 160 205 170 55 445 240 670 105 Future Volume (veh/h) 240 269 201 290 160 205 170 55 445 240 670 105 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.96 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 1441 1441 1441 1618 1618 1618 1796 1796 1796 1811 1811 1811 Adj Flow Rate, veh/h 253 283 34 305 168 25 179 58 0 253 705 32 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, % 31 31 31 19 19 19 777666 Cap, veh/h 278 554 242 447 242 196 209 564 521 1216 542 Arrive On Green 0.20 0.20 0.20 0.05 0.05 0.05 0.12 0.17 0.00 0.30 0.35 0.35 Sat Flow, veh/h 1372 2737 1193 2990 1618 1313 1711 3413 2679 1725 3441 1534 Grp Volume(v), veh/h 253 283 34 305 168 25 179 58 0 253 705 32 Grp Sat Flow(s),veh/h/ln 1372 1369 1193 1495 1618 1313 1711 1706 1340 1725 1721 1534 Q Serve(g_s), s 18.9 9.7 2.5 10.5 10.7 1.9 10.8 1.5 0.0 12.6 17.5 1.4 Cycle Q Clear(g_c), s 18.9 9.7 2.5 10.5 10.7 1.9 10.8 1.5 0.0 12.6 17.5 1.4 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 278 554 242 447 242 196 209 564 521 1216 542 V/C Ratio(X) 0.91 0.51 0.14 0.68 0.69 0.13 0.85 0.10 0.49 0.58 0.06 Avail Cap(c_a), veh/h 289 576 251 592 321 260 293 809 521 1216 542 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.85 0.85 0.85 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.9 37.2 34.4 47.5 47.6 43.4 45.2 37.2 0.0 30.0 27.6 22.4 Incr Delay (d2), s/veh 29.4 0.3 0.1 1.7 3.6 0.2 12.1 0.0 0.0 0.3 2.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.6 3.2 0.7 4.3 4.9 0.6 5.2 0.6 0.0 5.1 7.3 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 70.4 37.5 34.5 49.2 51.1 43.6 57.2 37.3 0.0 30.2 29.6 22.6 LnGrp LOS E DCDDDED CCC Approach Vol, veh/h 570 498 237 A 990 Approach Delay, s/veh 51.9 49.6 52.3 29.6 Approach LOS DDDC Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 16.9 42.0 25.9 36.6 22.2 20.3 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 18.0 26.0 22.1 19.1 * 25 20.8 Max Q Clear Time (g_c+I1), s 12.8 19.5 20.9 14.6 3.5 12.7 Green Ext Time (p_c), s 0.2 2.8 0.3 0.2 0.1 1.7 Intersection Summary HCM 6th Ctrl Delay 41.8 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 2: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.05/28/2020 PS Business Park 8:00 am 11/15/2019 CPP Alt 6 Synchro 10 Report CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 187 390 387 30 165 35 295 665 335 45 135 230 Future Volume (veh/h) 187 390 387 30 165 35 295 665 335 45 135 230 Initial Q (Qb), veh 0 13 0000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1722 1722 1722 1574 1574 1574 1811 1811 1811 1663 1663 1663 Adj Flow Rate, veh/h 201 419 114 32 177 29 317 715 0 48 145 18 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, % 12 12 12 22 22 22 6 6 6 16 16 16 Cap, veh/h 225 426 354 87 213 35 1359 1398 184 193 156 Arrive On Green 0.05 0.08 0.08 0.06 0.16 0.16 0.41 0.41 0.00 0.12 0.12 0.12 Sat Flow, veh/h 1640 1722 1432 1499 1312 215 3346 3532 0 1584 1663 1342 Grp Volume(v), veh/h 201 419 114 32 0 206 317 715 0 48 145 18 Grp Sat Flow(s),veh/h/ln 1640 1722 1432 1499 0 1527 1673 1721 0 1584 1663 1342 Q Serve(g_s), s 12.8 25.5 7.9 2.2 0.0 13.7 6.5 16.4 0.0 2.9 8.9 1.3 Cycle Q Clear(g_c), s 12.8 25.5 7.9 2.2 0.0 13.7 6.5 16.4 0.0 2.9 8.9 1.3 Prop In Lane 1.00 1.00 1.00 0.14 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 225 426 354 87 0 248 1359 1398 184 193 156 V/C Ratio(X) 0.89 0.98 0.32 0.37 0.00 0.83 0.23 0.51 0.26 0.75 0.12 Avail Cap(c_a), veh/h 225 426 354 144 0 359 1359 1398 353 371 299 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.79 0.79 0.79 1.00 0.00 1.00 0.78 0.78 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.4 48.2 39.9 47.6 0.0 42.5 20.4 23.4 0.0 42.3 45.0 41.6 Incr Delay (d2), s/veh 27.4 34.1 0.3 1.0 0.0 6.9 0.3 1.0 0.0 0.3 2.2 0.1 Initial Q Delay(d3),s/veh 0.0 101.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.3 28.1 3.0 0.8 0.0 5.6 2.5 6.6 0.0 1.1 3.8 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 76.8 184.2 40.2 48.6 0.0 49.5 20.8 24.4 0.0 42.6 47.2 41.7 LnGrp LOS E F D D A D C C D D D Approach Vol, veh/h 734 238 1032 A 211 Approach Delay, s/veh 132.4 49.4 23.3 45.7 Approach LOS F D C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.1 30.6 47.3 19.0 21.7 17.1 Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9 Max Green Setting (Gmax), s 10.1 26.0 27.4 11.4 * 25 23.4 Max Q Clear Time (g_c+I1), s 4.2 27.5 18.4 14.8 15.7 10.9 Green Ext Time (p_c), s 0.0 0.0 2.9 0.0 0.5 0.5 Intersection Summary HCM 6th Ctrl Delay 64.4 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 3: So. Airport Blvd.05/28/2020 PS Business Park 8:00 am 11/15/2019 CPP Alt 6 Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 900 25 735 15 15 15 236 260 20 35 428 139 Future Volume (vph) 900 25 735 15 15 15 236 260 20 35 428 139 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1633 1641 2707 1701 1461 1656 3261 1626 3252 1421 Flt Permitted 0.95 0.95 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1633 1641 2707 1701 1461 1656 3261 1626 3252 1421 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 947 26 774 16 16 16 248 274 21 37 451 146 RTOR Reduction (vph) 0 0 497 0 0 15 05000116 Lane Group Flow (vph) 483 490 277 0 32 1 248 290 0 37 451 30 Confl. Peds. (#/hr) 2 17 Confl. Bikes (#/hr)32 Heavy Vehicles (%) 5% 5% 5% 9% 9% 9% 9% 9% 9% 11% 11% 11% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 6 Actuated Green, G (s) 31.2 31.2 31.2 7.0 7.0 17.7 31.4 4.7 18.4 18.4 Effective Green, g (s) 31.2 31.2 31.2 7.0 7.0 17.7 31.4 4.7 18.4 18.4 Actuated g/C Ratio 0.35 0.35 0.35 0.08 0.08 0.20 0.35 0.05 0.21 0.21 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 571 574 947 133 114 328 1149 85 671 293 v/s Ratio Prot 0.30 c0.30 c0.02 c0.15 0.09 0.02 c0.14 v/s Ratio Perm 0.10 0.00 0.02 v/c Ratio 0.85 0.85 0.29 0.24 0.01 0.76 0.25 0.44 0.67 0.10 Uniform Delay, d1 26.7 26.8 21.0 38.6 37.9 33.7 20.5 40.9 32.6 28.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.1 11.8 0.2 0.9 0.0 9.5 0.1 3.5 2.7 0.2 Delay (s) 37.8 38.6 21.1 39.5 37.9 43.2 20.6 44.5 35.2 28.8 Level of Service D D C DDDC DDC Approach Delay (s) 30.7 39.0 30.9 34.3 Approach LOS CDCC Intersection Summary HCM 2000 Control Delay 31.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 89.1 Sum of lost time (s) 14.8 Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 1: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.05/28/2020 PS Business Park 4:00 pm 11/15/2019 CPP Alt 6 Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 226 252 293 850 159 360 78 15 290 175 865 116 Future Volume (veh/h) 226 252 293 850 159 360 78 15 290 175 865 116 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.94 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 1811 1811 1811 1811 1811 1811 1678 1678 1678 1856 1856 1856 Adj Flow Rate, veh/h 238 265 42 895 167 59 82 16 0 184 911 40 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, %666666151515333 Cap, veh/h 287 572 252 663 359 285 152 490 532 1298 577 Arrive On Green 0.17 0.17 0.17 0.07 0.07 0.07 0.10 0.15 0.00 0.30 0.37 0.37 Sat Flow, veh/h 1725 3441 1518 3346 1811 1438 1598 3188 2502 1767 3526 1569 Grp Volume(v), veh/h 238 265 42 895 167 59 82 16 0 184 911 40 Grp Sat Flow(s),veh/h/ln 1725 1721 1518 1673 1811 1438 1598 1594 1251 1767 1763 1569 Q Serve(g_s), s 14.0 7.3 2.5 20.8 9.3 4.1 5.1 0.4 0.0 8.5 23.1 1.7 Cycle Q Clear(g_c), s 14.0 7.3 2.5 20.8 9.3 4.1 5.1 0.4 0.0 8.5 23.1 1.7 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 287 572 252 663 359 285 152 490 532 1298 577 V/C Ratio(X) 0.83 0.46 0.17 1.35 0.47 0.21 0.54 0.03 0.35 0.70 0.07 Avail Cap(c_a), veh/h 363 724 320 663 359 285 274 756 532 1298 577 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.13 0.13 0.13 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.3 39.5 37.5 49.1 43.7 41.3 45.3 37.8 0.0 28.6 28.3 21.5 Incr Delay (d2), s/veh 9.9 0.2 0.1 158.9 0.1 0.0 1.1 0.0 0.0 0.1 3.2 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 6.7 3.1 0.9 24.0 4.5 1.5 2.1 0.2 0.0 3.6 10.0 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.2 39.8 37.6 208.0 43.8 41.3 46.4 37.8 0.0 28.8 31.5 21.7 LnGrp LOS D D D F DDDD CCC Approach Vol, veh/h 545 1121 98 A 1135 Approach Delay, s/veh 45.0 174.8 45.0 30.7 Approach LOS D F D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.0 43.5 22.1 36.5 21.0 25.4 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 18.0 26.0 22.1 19.1 * 25 20.8 Max Q Clear Time (g_c+I1), s 7.1 25.1 16.0 10.5 2.4 22.8 Green Ext Time (p_c), s 0.1 0.6 1.0 0.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 89.6 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 2: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.05/28/2020 PS Business Park 4:00 pm 11/15/2019 CPP Alt 6 Synchro 10 Report CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 81 160 432 100 370 35 368 310 100 20 405 681 Future Volume (veh/h) 81 160 432 100 370 35 368 310 100 20 405 681 Initial Q (Qb), veh 0 13 0000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1781 1781 1811 1811 1811 1767 1767 1767 1841 1841 1841 Adj Flow Rate, veh/h 86 176 174 106 394 34 391 330 0 21 431 470 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, %888666999444 Cap, veh/h 162 427 365 157 386 33 876 900 391 410 332 Arrive On Green 0.03 0.08 0.08 0.09 0.24 0.24 0.28 0.28 0.00 0.22 0.22 0.22 Sat Flow, veh/h 1697 1781 1485 1725 1639 141 3264 3445 0 1753 1841 1489 Grp Volume(v), veh/h 86 176 174 106 0 428 391 330 0 21 431 470 Grp Sat Flow(s),veh/h/ln 1697 1781 1485 1725 0 1781 1632 1678 0 1753 1841 1489 Q Serve(g_s), s 5.3 9.9 11.8 6.3 0.0 24.7 10.3 8.3 0.0 1.0 23.4 23.4 Cycle Q Clear(g_c), s 5.3 9.9 11.8 6.3 0.0 24.7 10.3 8.3 0.0 1.0 23.4 23.4 Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 162 427 365 157 0 419 876 900 391 410 332 V/C Ratio(X) 0.53 0.41 0.48 0.68 0.00 1.02 0.45 0.37 0.05 1.05 1.42 Avail Cap(c_a), veh/h 184 441 368 166 0 419 902 928 391 410 332 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.87 0.87 0.87 1.00 0.00 1.00 0.93 0.93 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.5 42.8 41.8 46.2 0.0 40.2 31.9 31.2 0.0 32.1 40.8 40.8 Incr Delay (d2), s/veh 0.9 0.4 0.6 7.6 0.0 49.6 1.5 1.1 0.0 0.0 58.4 204.1 Initial Q Delay(d3),s/veh 0.0 11.4 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 2.3 7.6 4.7 3.0 0.0 16.4 4.2 3.5 0.0 0.4 17.1 27.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.4 54.6 42.4 53.9 0.0 89.7 33.5 32.2 0.0 32.1 99.2 244.9 LnGrp LOS DDDDAFCC CFF Approach Vol, veh/h 436 534 721 A 922 Approach Delay, s/veh 48.7 82.6 32.9 171.9 Approach LOS D F C F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.5 29.5 33.6 13.8 29.3 28.3 Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9 Max Green Setting (Gmax), s 10.1 26.0 27.4 11.4 * 25 23.4 Max Q Clear Time (g_c+I1), s 8.3 13.8 12.3 7.3 26.7 25.4 Green Ext Time (p_c), s 0.0 1.1 2.2 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 94.8 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. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 3: So. Airport Blvd.05/28/2020 PS Business Park 4:00 pm 11/15/2019 CPP Alt 6 Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 427 30 360 40 55 30 360 276 45 50 711 266 Future Volume (vph) 427 30 360 40 55 30 360 276 45 50 711 266 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.94 1.00 0.98 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1559 1572 2584 1842 1499 1736 3347 1719 3438 1538 Flt Permitted 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1559 1572 2584 1842 1499 1736 3347 1719 3438 1538 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 445 31 375 42 57 31 375 288 47 52 741 277 RTOR Reduction (vph) 0 0 288 0 0 27 09000207 Lane Group Flow (vph) 236 240 87 0 99 4 375 326 0 52 741 70 Confl. Peds. (#/hr) 18 26 Confl. Bikes (#/hr) 18 26 Heavy Vehicles (%) 10% 10% 10% 1% 1% 1% 4% 4% 4% 5% 5% 5% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 5 2 1 6 Permitted Phases 4 3 6 Actuated Green, G (s) 20.4 20.4 20.4 10.3 10.3 20.7 37.7 5.2 22.2 22.2 Effective Green, g (s) 20.4 20.4 20.4 10.3 10.3 20.7 37.7 5.2 22.2 22.2 Actuated g/C Ratio 0.23 0.23 0.23 0.12 0.12 0.23 0.43 0.06 0.25 0.25 Clearance Time (s) 4.1 4.1 4.1 3.6 3.6 3.0 4.1 3.0 4.1 4.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 359 362 596 214 174 406 1427 101 863 386 v/s Ratio Prot 0.15 c0.15 c0.05 c0.22 0.10 0.03 c0.22 v/s Ratio Perm 0.03 0.00 0.05 v/c Ratio 0.66 0.66 0.15 0.46 0.02 0.92 0.23 0.51 0.86 0.18 Uniform Delay, d1 30.8 30.9 27.1 36.5 34.6 33.1 16.1 40.4 31.6 26.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.3 4.5 0.1 1.6 0.0 26.4 0.1 4.4 8.5 0.2 Delay (s) 35.1 35.4 27.2 38.0 34.6 59.5 16.2 44.8 40.1 26.2 Level of Service D D C D C E B D D C Approach Delay (s) 31.7 37.2 39.1 36.7 Approach LOS CDDD Intersection Summary HCM 2000 Control Delay 35.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 88.4 Sum of lost time (s) 14.8 Intersection Capacity Utilization 69.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Queues 3: So. Airport Blvd. & 101 On/Off Ramps/Watercolor Ln 06/03/2020 PS Business Park 8:00 am 11/15/2019 Existing Synchro 10 Report CY Page 1 Lane Group EBL EBT EBR WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 445 447 705 21 15 209 250 25 449 124 v/c Ratio 0.73 0.73 0.48 0.11 0.06 0.68 0.20 0.18 0.70 0.33 Control Delay 35.9 35.8 3.6 37.0 0.4 47.1 21.2 45.5 39.7 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.9 35.8 3.6 37.0 0.4 47.1 21.2 45.5 39.7 9.6 Queue Length 50th (ft) 224 225 0 11 0 106 41 13 117 0 Queue Length 95th (ft) #566 #567 48 33 0 #243 108 45 #222 51 Internal Link Dist (ft) 829 73 351 1003 Turn Bay Length (ft) 120 120 200 90 350 Base Capacity (vph) 611 613 1454 570 564 413 1271 243 811 447 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.73 0.73 0.48 0.04 0.03 0.51 0.20 0.10 0.55 0.28 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 3: So. Airport Blvd. & 101 On/Off Ramps/Wondercolor Ln 06/03/2020 PS Business Park 8:00 am 11/15/2019 EPP Synchro 10 Report CY Page 1 Lane Group EBL EBT EBR WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 445 447 705 21 15 209 250 25 454 128 v/c Ratio 0.73 0.73 0.49 0.11 0.06 0.69 0.20 0.18 0.70 0.33 Control Delay 36.0 35.9 3.6 37.0 0.4 47.2 21.2 45.6 39.8 9.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.0 35.9 3.6 37.0 0.4 47.2 21.2 45.6 39.8 9.5 Queue Length 50th (ft) 225 226 0 11 0 106 41 13 119 0 Queue Length 95th (ft) #566 #567 48 33 0 #243 108 45 #228 53 Internal Link Dist (ft) 829 73 351 1003 Turn Bay Length (ft) 120 120 200 90 350 Base Capacity (vph) 610 612 1453 569 563 412 1272 242 809 450 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.73 0.73 0.49 0.04 0.03 0.51 0.20 0.10 0.56 0.28 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 3: So. Airport Blvd. & 101 On/Off Ramps/Watercolor Ln 06/03/2020 PS Business Park 8:00 am 11/15/2019 CNP Synchro 10 Report CY Page 1 Lane Group EBL EBT EBR WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 486 488 716 27 16 247 353 32 453 126 v/c Ratio 0.82 0.82 0.50 0.14 0.06 0.73 0.29 0.23 0.71 0.33 Control Delay 42.8 42.7 3.8 37.8 0.5 48.8 23.4 46.4 41.1 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.8 42.7 3.8 37.8 0.5 48.8 23.4 46.4 41.1 9.6 Queue Length 50th (ft) 274 275 1 15 0 130 75 18 126 0 Queue Length 95th (ft) #636 #638 50 39 0 #310 153 54 #227 52 Internal Link Dist (ft) 829 73 351 1003 Turn Bay Length (ft) 120 120 200 90 350 Base Capacity (vph) 590 593 1432 551 548 399 1214 235 784 437 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.82 0.82 0.50 0.05 0.03 0.62 0.29 0.14 0.58 0.29 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 3: So. Airport Blvd. & 101 On/Off Ramps/Watercolor Ln 06/03/2020 PS Business Park 8:00 am 11/15/2019 CPP Synchro 10 Report CY Page 1 Lane Group EBL EBT EBR WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 486 488 716 27 16 247 353 32 457 131 v/c Ratio 0.83 0.82 0.50 0.14 0.06 0.73 0.29 0.23 0.71 0.34 Control Delay 42.9 42.8 3.8 37.8 0.5 48.8 23.4 46.5 41.2 9.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.9 42.8 3.8 37.8 0.5 48.8 23.4 46.5 41.2 9.5 Queue Length 50th (ft) 275 277 1 15 0 130 75 18 127 0 Queue Length 95th (ft) #636 #638 50 39 0 #310 153 54 #231 53 Internal Link Dist (ft) 829 73 351 1003 Turn Bay Length (ft) 120 120 200 90 350 Base Capacity (vph) 589 592 1430 550 547 398 1214 234 782 441 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.83 0.82 0.50 0.05 0.03 0.62 0.29 0.14 0.58 0.30 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Appendix E: Count Sheets www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 6 11 5 4 6 4 3 40 1903251702 9 0 Peak Hour 82 3 37 64 186 0 0 0 4 18 22 29 2Count Total 174 5 73 136 388 0 0 3 00000008:45 AM 25 0 12 27 64 0 1 3 0 1 0 0 8:30 AM 24 1 11 22 58 0 0 1 0 1 1 6 0 0 1 0 8:15 AM 19 1 6 14 40 0 0 0 1 1 2 3 0 0 0 0 8:00 AM 14 0 13 9 36 0 0 0 1 0 1 5 0 3 0 0 7:30 AM 23 0 9 13 45 0 0 1 0 3 3 3 2 1 18 53 0 EB WB NB SB Total East 7:45 AM 25 1 7 19 52 4 5 8 0%5%10%HV%-7%0%3%- 0 0 7:15 AM 20 1 5 14 40 0 0 0 0 9 9 1 0 West North South 7:00 AM 24 1 10 0 187 221 16 8 16 42767001191412 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 38%0%19%5%32%7%0%11%14% Peak Hour All 0 829 18 29 29 357 458 28 19 0 3 23 38 186 012010216 118 2,556 0 HV 0 61 0 21 0 Count Total 0 1,466 32 1,176 0 27 12 29 753 252 4,667 0 659 2,5547843292420705946 7 119 33 670 2,556 8:45 AM 0 226 4 141 0 3 51 50 6 1 637 2,412 8:30 AM 0 239 1 154 0 4 2 53 3 0 2 97 250122446 3 98 24 588 2,265 8:15 AM 0 211 1 190 6 4 36 59 4 4 661 2,113 8:00 AM 0 167 11 166 0 2 4 59 3 3 4 113 360416154 6 76 28 526 0 7:45 AM 0 212 5 160 3 5 36 48 2 5 490 0 7:30 AM 0 166 2 146 0 2 1 54 1 1 3 85 250513147 2 73 39 436 0 7:15 AM 0 144 5 115 4 2 41 57 5 27:00 AM 0 101 3 104 0 2 1 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start US-101 NB Ramps Wondercolor Ln S Airport Blvd S Airport Blvd 15-min TotalUTLTTHRT Date: 07-24-2019 Peak Hour Count Period: 7:00 AM 9:00 AM SB 11.2%0.89 TOTAL 7.3%0.95 TH RT WB 8.8%0.71 NB 8.5%0.93 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 5.4%0.94 0 0 0 0200300 0 0 2 00 17N S Airport Blvd US-101 NB Ramps Wondercolor Ln S Airport BlvdUS-101 NB Ramps S Airport Blvd2,556TEV: 0.95PHF:118427165691,072814 9 11 34 500 162211874361,12012670 18 829 1,517 314 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 4 0 0 0 0 0 1 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 09000000 0 00 0 0 0 0 0 0 0 0 0 THLT 5002003 22 00040 0 0 0 0 Peak Hour 0 18Count Total 0 400000000 1 5 8:45 AM 0 1 0 0 9 8:30 AM 1001000 2 11 8:15 AM 0 1 0 0 0 0 0 0 0 0 0 0 18 8:00 AM 1001 5 0 7:45 AM 0 1 0 0 0 7:30 AM 30030007:15 AM 0 0 0 0 0 0 9 07:00 AM RT 186 0 Interval Start US-101 NB Ramps Wondercolor Ln S Airport Blvd S Airport Blvd 15-min Total Rolling One Hour 21 6 0 3 23 380012010 RTTHLT RTTHLTRT 5 46 85 388 0 Peak Hour 0 61 0 21 3 0 25 36 12 0Count Total 0 132 1 41 0 1 1 64 1985100423000006 2 5 15 58 186 8:45 AM 0 21 0 4 0 0 5 4 2 0 40 173 8:30 AM 0 17 0 7 0 0 1 3 1 0 0 7 7000102 1 4 4 36 173 8:15 AM 0 14 0 5 0 0 2 9 2 0 52 190 8:00 AM 0 12 0 2 0 0 0 5 1 0 0 7 12000101 1 3 9 45 0 7:45 AM 0 18 0 7 0 0 4 4 1 0 40 0 7:30 AM 0 18 0 5 0 0 0 3 1 0 0 9 5010001 1 7 10 53 0 7:15 AM 0 12 1 7 1 0 4 3 3 0 TH RT 7:00 AM 0 20 0 4 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start US-101 NB Ramps Wondercolor Ln S Airport Blvd S Airport Blvd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 6 9 20 9 4 6 4 6 64 44033626018 23 0 Peak Hour 66 1 29 32 128 0 0 0 5 10 15 41 0Count Total 113 1 66 57 237 0 0 1 00001155:45 PM 9 0 11 4 24 0 0 3 0 1 0 0 5:30 PM 14 0 7 6 27 0 0 0 1 2 3 3 0 3 0 0 5:15 PM 7 0 12 7 26 0 0 0 1 4 5 4 0 0 3 0 5:00 PM 17 0 7 8 32 0 0 0 1 0 1 6 0 9 0 0 4:30 PM 17 0 4 12 33 0 0 2 0 1 1 8 0 1 9 36 0 EB WB NB SB Total East 4:45 PM 11 1 9 4 25 0 2 11 0%1%6%HV%-12%4%7%- 5 0 4:15 PM 18 0 9 7 34 0 0 0 0 2 2 1 0 West North South 4:00 PM 20 0 7 0 352 335 45 11 18 48927103144295 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 11%0%11%5%3%6%0%2%0% Peak Hour All 0 381 24 35 25 694 687 64 20 0 2 24 6 128 01005195 172 2,207 0 HV 0 45 1 20 0 Count Total 0 739 42 478 0 55 54 33 1,054 293 4,273 0 472 2,06677514124180921585 4 152 37 543 2,098 5:45 PM 0 90 3 48 1 6 86 102 3 3 520 2,112 5:30 PM 0 76 7 64 0 1 1 80 5 1 5 133 290653384 2 156 37 531 2,162 5:15 PM 0 108 5 53 1 6 87 93 6 4 504 2,207 5:00 PM 0 84 3 42 0 8 2 80 7 5 6 125 340964191 2 112 42 557 0 4:45 PM 0 78 3 55 11 1 84 94 7 1 570 0 4:30 PM 0 109 5 70 0 8 11 77 15 2 6 131 4406139288 4 121 52 576 0 4:15 PM 0 94 8 75 5 1 89 84 16 34:00 PM 0 100 8 71 0 8 14 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start US-101 NB Ramps Wondercolor Ln S Airport Blvd S Airport Blvd 15-min TotalUTLTTHRT Date: 07-24-2019 Peak Hour Count Period: 4:00 PM 6:00 PM SB 4.6%0.94 TOTAL 5.8%0.96 TH RT WB 1.0%0.87 NB 3.9%0.97 Peak Hour: 4:00 PM 5:00 PM HV %:PHF EB 9.8%0.92 0 0 0 0300300 0 0 18 00 26N S Airport Blvd US-101 NB Ramps Wondercolor Ln S Airport BlvdUS-101 NB Ramps S Airport Blvd2,207TEV: 0.96PHF:172489186907561129 44 31 104 870 453353527377965271 24 381 676 568 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 4 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 02000000 0 00 0 0 0 0 0 0 0 0 0 THLT 6003003 15 00050 0 0 0 1 Peak Hour 0 10Count Total 0 910000000 0 9 5:45 PM 0 0 0 0 11 5:30 PM 3002001 5 9 5:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 6 5:00 PM 1001 2 0 4:45 PM 0 2 0 0 0 4:30 PM 10010004:15 PM 0 0 0 0 0 0 2 04:00 PM RT 128 0 Interval Start US-101 NB Ramps Wondercolor Ln S Airport Blvd S Airport Blvd 15-min Total Rolling One Hour 19 5 0 2 24 6001005 RTTHLT RTTHLTRT 2 46 9 237 0 Peak Hour 0 45 1 20 0 0 10 46 10 0Count Total 0 80 2 31 0 0 1 24 109620031000003 0 6 0 27 110 5:45 PM 0 7 0 2 0 0 0 7 0 0 26 116 5:30 PM 0 10 0 4 0 0 0 8 2 0 0 7 0000002 0 6 2 32 124 5:15 PM 0 4 0 3 0 0 0 6 1 0 25 128 5:00 PM 0 14 1 2 0 0 0 5 2 0 0 4 0001002 1 9 2 33 0 4:45 PM 0 6 0 5 0 0 1 3 0 0 34 0 4:30 PM 0 11 0 6 0 0 0 6 2 0 0 6 1000001 1 5 3 36 0 4:15 PM 0 13 1 4 0 0 1 5 1 0 TH RT 4:00 PM 0 15 0 5 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start US-101 NB Ramps Wondercolor Ln S Airport Blvd S Airport Blvd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 7 10 10 15 10 7 8 3 70 283221210510 24 10 Peak Hour 91 46 96 53 286 7 1 2 6 16 31 23 13Count Total 151 108 188 101 548 7 0 1 11000118:45 AM 28 14 28 15 85 0 3 4 4 0 0 2 8:30 AM 31 6 24 13 74 2 0 1 0 1 3 2 0 3 6 0 8:15 AM 18 13 18 13 62 2 0 1 1 1 5 3 1 0 6 4 8:00 AM 14 13 26 12 65 2 0 0 2 0 2 5 2 5 0 3 7:30 AM 13 11 26 10 60 0 1 1 1 3 4 3 4 0 9 71 0 EB WB NB SB Total East 7:45 AM 18 17 19 16 70 2 4 3 0%15%9%HV%0%23%5%14%- 3 0 7:15 AM 17 16 15 13 61 0 0 0 0 9 9 2 2 West North South 7:00 AM 12 18 32 5 317 456 349 2 20 1163680291591813 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 3%0%15%10%20%12%17%22%33% Peak Hour All 4 96 314 51 24 633 771 573 2 0 3 12 38 286 03560464010 187 2,448 0 HV 0 22 16 53 0 Count Total 8 204 558 690 0 74 297 34 215 312 4,446 0 661 2,44814388141945011397584 8 33 40 621 2,372 8:45 AM 1 20 96 98 2 3 86 105 103 0 607 2,260 8:30 AM 0 23 66 108 0 2 42 102 79 0 3 23 55011445266 5 41 47 559 2,108 8:15 AM 1 33 95 88 4 3 81 106 79 1 585 1,998 8:00 AM 2 20 57 74 0 5 34 89 73 0 4 33 39017345186 5 25 37 509 0 7:45 AM 1 24 79 100 7 5 77 97 61 0 455 0 7:30 AM 1 27 61 67 0 5 34 63 52 0 3 27 26010327279 2 14 23 449 0 7:15 AM 1 31 50 72 14 3 74 66 38 07:00 AM 1 26 54 83 0 13 38 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start S Airport Blvd Mitchell Ave S Airport Blvd Gateway Blvd 15-min TotalUTLTTHRT Date: 07-24-2019 Peak Hour Count Period: 7:00 AM 9:00 AM SB 16.3%0.86 TOTAL 11.7%0.93 TH RT WB 22.3%0.86 NB 8.5%0.89 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 11.6%0.90 0 4 3 0200200 1 0 10 35 10N S Airport Blvd Gateway Blvd Mitchell Ave S Airport BlvdS Airport Blvd Gateway Blvd2,448TEV: 0.93PHF:18711620325572218 159 29 206 6830 3494563171,13552613368 314 96 782 667 4 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 2 0 0 0 0 0 1 0 0 0 0 0 0 0 043 0 1 0 043 0 2 0 0000 0 0 0 00 0 THLT 09000000 0 02 0 0 0 1 0 0 0 0 0 THLT 12002002 31 00060 0 0 0 0 Peak Hour 0 16Count Total 0 1210000100 3 13 8:45 AM 0 1 0 0 14 8:30 AM 3001000 5 15 8:15 AM 0 1 0 0 2 0 1 1 0 0 0 0 19 8:00 AM 2002 4 0 7:45 AM 0 1 0 0 0 7:30 AM 40030017:15 AM 0 1 0 0 0 0 9 07:00 AM RT 286 0 Interval Start S Airport Blvd Mitchell Ave S Airport Blvd Gateway Blvd 15-min Total Rolling One Hour 40 10 0 3 12 3805356046 RTTHLT RTTHLTRT 4 28 69 548 0 Peak Hour 0 22 16 53 20 0 104 70 14 0Count Total 0 46 26 79 0 19 69 85 286153003120383010 0 3 10 74 271 8:45 AM 0 4 3 21 0 0 12 9 3 0 62 257 8:30 AM 0 8 5 18 0 1 5 7 3 0 1 3 90111108 2 3 7 65 256 8:15 AM 0 6 3 9 2 0 16 9 1 0 70 262 8:00 AM 0 4 5 5 0 0 11 7 0 0 0 5 1105102012 0 2 8 60 0 7:45 AM 0 8 1 9 1 0 20 4 2 0 61 0 7:30 AM 0 4 5 4 0 1 9 3 1 0 0 5 80475011 1 4 4 71 0 7:15 AM 0 6 3 8 6 0 15 16 1 0 TH RT 7:00 AM 0 6 1 5 0 4 8 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start S Airport Blvd Mitchell Ave S Airport Blvd Gateway Blvd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 7 8 19 5 7 9 20 5 80 40130788712 29 23 Peak Hour 42 24 66 25 157 0 1 4 0 11 16 18 10Count Total 89 48 134 47 318 1 0 3 01202525:45 PM 9 5 14 3 31 0 0 4 1 9 6 2 5:30 PM 13 6 15 6 40 0 0 0 0 2 3 2 2 3 3 3 5:15 PM 14 5 16 5 40 0 1 0 0 5 5 1 0 1 1 2 5:00 PM 6 9 19 8 42 0 0 0 0 0 0 1 4 5 6 2 4:30 PM 16 4 16 10 46 0 0 0 0 0 1 2 1 3 8 47 0 EB WB NB SB Total East 4:45 PM 6 6 15 2 29 0 0 4 0%9%8%HV%0%16%16%5%- 2 2 4:15 PM 10 10 18 5 43 0 1 0 0 2 2 2 1 West North South 4:00 PM 15 3 21 3 474 192 61 0 5 1893910583551412 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 15%-20%4%3%6%5%6%7% Peak Hour All 4 50 100 28 26 909 393 107 0 0 1 7 17 157 0201042159 521 2,426 0 HV 0 8 16 18 0 Count Total 11 106 215 752 0 132 691 11 397 1,012 4,790 0 570 2,414511001581320106654102 4 50 123 633 2,412 5:45 PM 0 15 31 85 3 2 106 54 11 0 604 2,426 5:30 PM 1 20 25 101 0 33 100 48 7 0 1 55 12101210104111 1 55 137 607 2,396 5:15 PM 2 16 31 95 3 2 104 43 20 0 568 2,376 5:00 PM 2 13 15 97 0 19 96 35 12 0 0 29 1270138282113 3 50 136 647 0 4:45 PM 0 10 38 99 3 4 146 66 22 0 574 0 4:30 PM 0 11 16 100 0 14 76 53 10 0 0 47 1150159332103 1 53 121 587 0 4:15 PM 2 9 28 94 3 6 124 43 15 04:00 PM 4 12 31 81 0 16 77 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start S Airport Blvd Mitchell Ave S Airport Blvd Gateway Blvd 15-min TotalUTLTTHRT Date: 07-24-2019 Peak Hour Count Period: 4:00 PM 6:00 PM SB 3.5%0.93 TOTAL 6.5%0.94 TH RT WB 5.6%0.90 NB 8.9%0.78 Peak Hour: 4:30 PM 5:30 PM HV %:PHF EB 7.7%0.93 0 0 0 1600000 1 0 12 137 8N S Airport Blvd Gateway Blvd Mitchell Ave S Airport BlvdS Airport Blvd Gateway Blvd2,426TEV: 0.94PHF:5211895715256014 355 58 427 1660 6119247473965012391 100 50 545 1,354 4 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 5 0 0 0 0 0 2 0 000 0 1 0 100 0 4 0 0000 0 0 0 00 0 THLT 02000000 0 00 0 0 0 0 0 0 1 0 0 THLT 8006100 16 02000 0 0 0 1 Peak Hour 0 9Count Total 0 1350000011 0 8 5:45 PM 0 0 0 0 8 5:30 PM 3001100 5 6 5:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 3 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 10000004:15 PM 0 0 0 0 0 0 2 04:00 PM RT 157 0 Interval Start S Airport Blvd Mitchell Ave S Airport Blvd Gateway Blvd 15-min Total Rolling One Hour 15 9 0 1 7 1703201042 RTTHLT RTTHLTRT 2 11 34 318 0 Peak Hour 0 8 16 18 3 0 79 43 12 0Count Total 0 12 43 34 0 6 39 31 1533000030140011 1 1 4 40 151 5:45 PM 0 0 6 3 1 0 8 6 1 0 40 157 5:30 PM 0 1 9 3 0 1 4 4 0 0 0 3 20140012 0 2 6 42 160 5:15 PM 0 3 8 3 0 0 11 3 5 0 29 165 5:00 PM 0 2 0 4 0 1 8 2 0 0 0 0 20141013 1 2 7 46 0 4:45 PM 0 1 2 3 0 0 6 6 4 0 43 0 4:30 PM 0 2 6 8 0 0 4 13 0 0 0 1 4018105 0 2 6 47 0 4:15 PM 0 2 5 3 0 0 13 6 2 0 TH RT 4:00 PM 0 1 7 7 0 0 3 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start S Airport Blvd Mitchell Ave S Airport Blvd Gateway Blvd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 5 10 11 7 11 5 0 6 55 22300113115 36 9 Peak Hour 138 119 41 55 353 10 1 2 0 0 13 6 4Count Total 246 243 87 96 672 11 1 3 11000118:45 AM 35 30 9 9 83 0 2 0 0 0 0 1 8:30 AM 39 27 15 23 104 2 0 0 0 0 4 1 0 3 9 1 8:15 AM 31 31 8 8 78 4 0 1 0 0 4 1 0 1 3 1 8:00 AM 33 31 9 15 88 3 1 0 0 0 1 2 1 6 3 2 7:30 AM 28 34 18 8 88 0 1 0 0 0 0 0 1 7 11 67 0 EB WB NB SB Total East 7:45 AM 28 36 10 8 82 0 1 1 0%11%13%HV%-19%34%37%- 5 0 7:15 AM 28 29 11 14 82 0 0 0 0 0 0 0 0 West North South 7:00 AM 24 25 7 72 160 39 404 12 190 64414703071671682 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 5%17%2%7%5%13%23%20%8% Peak Hour All 0 122 182 289 3 316 68 777 22 2 4 44 5 353 03314017519 98 2,642 0 HV 0 23 61 54 0 Count Total 0 195 357 235 2 592 339 348 1,277 170 4,990 0 655 2,64210106356146290793939038 46 173 28 675 2,607 8:45 AM 0 29 40 41 48 1 36 5 103 5 694 2,550 8:30 AM 0 38 53 29 0 70 40 14 120 1 45 159 150865041140 43 166 26 618 2,425 8:15 AM 0 34 54 34 40 0 46 10 75 3 620 2,348 8:00 AM 0 21 35 43 0 72 38 8 96 2 51 137 260775730140 32 180 16 618 0 7:45 AM 0 25 45 25 30 0 51 11 100 3 569 0 7:30 AM 0 14 41 23 2 72 43 5 79 2 41 167 150753431027 34 149 15 541 0 7:15 AM 0 25 50 18 30 0 38 5 98 37:00 AM 0 9 39 22 0 61 38 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start San Mateo Ave S Airport Blvd Produce Ave Airport Blvd 15-min TotalUTLTTHRT Date: 07-24-2019 Peak Hour Count Period: 7:00 AM 9:00 AM SB 5.8%0.94 TOTAL 13.4%0.95 TH RT WB 18.5%0.91 NB 6.8%0.86 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 30.6%0.92 0 6 4 0000000 1 0 15 31 3N Airport Blvd San Mateo Ave S Airport Blvd Produce AveSan Mateo Ave Airport Blvd2,642TEV: 0.95PHF:9864419094434112168 167 307 642 7760 404391606051,1002147 182 122 451 425 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 064 0 1 0 074 0 1 1 0000 0 0 0 00 0 THLT 00000000 1 21 0 0 0 1 0 0 0 0 0 THLT 11000000 13 00000 0 0 0 0 Peak Hour 0 0Count Total 0 1110000100 2 11 8:45 AM 0 0 0 0 10 8:30 AM 4000000 4 6 8:15 AM 0 0 0 2 2 0 1 1 0 0 0 0 2 8:00 AM 1000 1 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 1 0 0 0 0 07:00 AM RT 353 0 Interval Start San Mateo Ave S Airport Blvd Produce Ave Airport Blvd 15-min Total Rolling One Hour 5 19 2 4 44 50723314017 RTTHLT RTTHLTRT 9 74 11 672 0 Peak Hour 0 23 61 54 25 0 53 8 26 2Count Total 0 41 114 91 0 149 69 83 3531410800189304 3 18 2 104 352 8:45 AM 0 6 15 14 2 0 6 1 8 0 78 336 8:30 AM 0 6 22 11 0 16 9 3 4 0 0 8 00199301 1 10 3 88 340 8:15 AM 0 6 13 12 6 0 6 0 3 1 82 319 8:00 AM 0 5 11 17 0 19 6 2 1 0 1 5 202115007 2 5 1 88 0 7:45 AM 0 7 14 7 4 0 17 0 1 0 82 0 7:30 AM 0 3 15 10 0 22 8 1 4 0 2 10 20216206 0 10 1 67 0 7:15 AM 0 7 13 8 5 0 6 0 1 0 TH RT 7:00 AM 0 1 11 12 0 13 7 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start San Mateo Ave S Airport Blvd Produce Ave Airport Blvd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 7 11 11 11 13 14 6 75 4660044333 51 9 Peak Hour 30 79 57 35 201 1 3 6 0 0 8 10 5Count Total 63 151 111 57 382 2 1 4 11300405:45 PM 5 19 9 5 38 0 0 3 0 10 1 0 5:30 PM 6 16 11 6 39 0 0 0 0 0 1 1 0 12 7 2 5:15 PM 8 21 17 12 58 0 1 1 0 0 1 1 1 1 7 1 5:00 PM 8 22 12 9 51 0 1 0 0 0 1 2 1 7 3 1 4:30 PM 7 18 20 6 51 0 1 0 0 0 0 1 1 4 4 60 0 EB WB NB SB Total East 4:45 PM 7 18 8 8 41 0 1 0 -32%0%HV%-3%9%5%- 0 0 4:15 PM 9 15 13 7 44 0 0 0 0 0 0 2 0 West North South 4:00 PM 13 22 21 33 101 15 269 18 140 82720007602243780 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 9%0%4%2%8%6%4%13%4% Peak Hour All 0 169 169 763 1 213 35 544 36 0 5 20 10 201 02917032025 130 3,400 0 HV 0 5 15 10 0 Count Total 0 310 303 370 1 1,483 405 260 1,611 243 6,578 0 756 3,3475674351813001724599018 26 215 33 839 3,382 5:45 PM 0 41 28 31 95 0 20 3 75 5 891 3,400 5:30 PM 0 38 32 51 1 190 55 4 74 7 35 215 43017961100021 35 195 23 861 3,282 5:15 PM 0 48 50 54 103 0 25 5 67 5 791 3,231 5:00 PM 0 58 35 62 0 204 44 2 67 2 33 210 3801795169024 37 207 26 857 0 4:45 PM 0 36 43 37 106 0 31 4 61 4 773 0 4:30 PM 0 27 41 47 0 198 68 6 67 4 29 209 2601803483032 30 179 24 810 0 4:15 PM 0 25 41 37 108 1 42 6 66 54:00 PM 0 37 33 51 0 181 47 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start San Mateo Ave S Airport Blvd Produce Ave Airport Blvd 15-min TotalUTLTTHRT Date: 07-24-2019 Peak Hour Count Period: 4:00 PM 6:00 PM SB 3.1%0.93 TOTAL 5.9%0.95 TH RT WB 5.8%0.92 NB 14.8%0.97 Peak Hour: 4:30 PM 5:30 PM HV %:PHF EB 5.6%0.87 0 0 1 0000001 2 0 33 63 4N Airport Blvd San Mateo Ave S Airport Blvd Produce AveSan Mateo Ave Airport Blvd3,400TEV: 0.95PHF:1308271401,11558018378 224 760 1,362 5780 269151013851,7870200 169 169 538 455 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 3 0 001 0 2 1 011 0 5 1 0000 0 0 0 00 0 THLT 00000000 0 00 1 0 0 0 1 0 0 0 0 THLT 4000000 8 00000 0 0 0 0 Peak Hour 0 0Count Total 0 640000100 0 3 5:45 PM 0 0 0 0 4 5:30 PM 1000000 1 3 5:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 2 5:00 PM 1000 1 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 1 0 0 0 0 0 04:00 PM RT 201 0 Interval Start San Mateo Ave S Airport Blvd Produce Ave Airport Blvd 15-min Total Rolling One Hour 0 25 0 5 20 100332917032 RTTHLT RTTHLTRT 14 28 15 382 0 Peak Hour 0 5 15 10 35 0 63 2 46 0Count Total 0 11 30 22 0 63 53 38 186050230095504 2 2 2 39 189 5:45 PM 0 1 1 3 2 0 4 0 7 0 58 201 5:30 PM 0 2 2 2 0 9 5 0 7 0 1 5 60975010 2 5 2 51 187 5:15 PM 0 0 6 2 6 0 8 0 4 0 41 196 5:00 PM 0 2 3 3 0 10 6 0 4 0 0 7 1069304 2 3 1 51 0 4:45 PM 0 2 2 3 3 0 10 0 10 0 44 0 4:30 PM 0 1 4 2 0 8 7 0 3 0 4 1 20555010 1 2 1 60 0 4:15 PM 0 2 4 3 6 0 13 2 6 0 TH RT 4:00 PM 0 1 8 4 0 7 9 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start San Mateo Ave S Airport Blvd Produce Ave Airport Blvd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com Location:Driveway 1, West of Produce Ave Date Range:2/26/2020 - 3/3/2020 Site Code:01 Time EB WB Total EB WB Total EB WB Total EB WB Total EB WB Total EB WB Total EB WB Total EB WB Total 12:00 AM 1 2 3 0 1 1 ---------------1 2 2 1:00 AM 0 1 1 0 0 0 ---------------0 1 1 2:00 AM 0 0 0 0 1 1 ---------------0 1 1 3:00 AM 0 0 0 0 0 0 ---------------0 0 0 4:00 AM 2 0 2 1 1 2 ---------------2 1 2 5:00 AM 0 3 3 3 3 6 ---------------2 3 5 6:00 AM 3 5 8 4 3 7 ---------------4 4 8 7:00 AM 1 1 2 0 1 1 ---------------1 1 2 8:00 AM 8 4 12 0 2 2 ---------------4 3 7 9:00 AM 0 8 8 0 2 2 ---------------0 5 5 10:00 AM 8 7 15 4 12 16 ---------------6 10 16 11:00 AM 5 11 16 5 8 13 ---------------5 10 15 12:00 PM 5 15 20 8 9 17 ---------------7 12 19 1:00 PM 6 6 12 7 5 12 ---------------7 6 12 2:00 PM 7 5 12 2 6 8 ---------------5 6 10 3:00 PM 4 8 12 6 5 11 ---------------5 7 12 4:00 PM 5 4 9 4 4 8 ---------------5 4 9 5:00 PM 4 5 9 9 3 12 ---------------7 4 11 6:00 PM 2 1 3 1 2 3 ---------------2 2 3 7:00 PM 4 5 9 5 1 6 ---------------5 3 8 8:00 PM 4 1 5 2 3 5 ---------------3 2 5 9:00 PM 1 4 5 2 1 3 ---------------2 3 4 10:00 PM 3 0 3 3 2 5 ---------------3 1 4 11:00 PM 2 1 3 0 0 0 ---------------1 1 2 Total 75 97 172 66 75 141 ---------------71 86 157 Percent 44%56%-47%53%----------------45%55%- AM Peak 08:00 11:00 11:00 11:00 10:00 10:00 ---------------10:00 10:00 10:00 Vol.8 11 16 5 12 16 ---------------6 10 16 PM Peak 14:00 12:00 12:00 17:00 12:00 12:00 ---------------12:00 12:00 12:00 Vol.7 15 20 9 9 17 ---------------7 12 19 1. Mid-week average includes data between Tuesday and Thursday. 3/3/20203/2/20203/1/20202/29/2020 Wednesday Thursday Friday 2/27/20202/26/2020 Mid-Week Average2/28/2020 Saturday Sunday Monday Tuesday 1 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com Location:Driveway 2, South of San Mateo Ave Date Range:2/26/2020 - 3/3/2020 Site Code:02 Time NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total 12:00 AM 0 0 0 1 0 1 ---------------1 0 1 1:00 AM 2 2 4 0 0 0 ---------------1 1 2 2:00 AM 0 2 2 0 1 1 ---------------0 2 2 3:00 AM 0 0 0 0 0 0 ---------------0 0 0 4:00 AM 1 3 4 0 1 1 ---------------1 2 3 5:00 AM 2 2 4 0 2 2 ---------------1 2 3 6:00 AM 0 4 4 3 3 6 ---------------2 4 5 7:00 AM 4 4 8 3 3 6 ---------------4 4 7 8:00 AM 2 7 9 2 5 7 ---------------2 6 8 9:00 AM 3 7 10 0 4 4 ---------------2 6 7 10:00 AM 1 4 5 6 8 14 ---------------4 6 10 11:00 AM 5 10 15 4 9 13 ---------------5 10 14 12:00 PM 4 6 10 3 3 6 ---------------4 5 8 1:00 PM 6 7 13 2 8 10 ---------------4 8 12 2:00 PM 7 5 12 4 10 14 ---------------6 8 13 3:00 PM 5 9 14 6 6 12 ---------------6 8 13 4:00 PM 5 8 13 3 10 13 ---------------4 9 13 5:00 PM 3 7 10 4 10 14 ---------------4 9 12 6:00 PM 1 8 9 2 5 7 ---------------2 7 8 7:00 PM 2 3 5 2 6 8 ---------------2 5 7 8:00 PM 2 6 8 2 3 5 ---------------2 5 7 9:00 PM 0 3 3 0 1 1 ---------------0 2 2 10:00 PM 0 1 1 0 1 1 ---------------0 1 1 11:00 PM 1 1 2 0 1 1 ---------------1 1 2 Total 56 109 165 47 100 147 ---------------52 105 156 Percent 34%66%-32%68%----------------33%67%- AM Peak 11:00 11:00 11:00 10:00 11:00 10:00 ---------------11:00 11:00 11:00 Vol.5 10 15 6 9 14 ---------------5 10 14 PM Peak 14:00 15:00 15:00 15:00 14:00 14:00 ---------------14:00 16:00 14:00 Vol.7 9 14 6 10 14 ---------------6 9 13 1. Mid-week average includes data between Tuesday and Thursday. 3/3/20203/2/20203/1/20202/29/2020 Wednesday Thursday Friday 2/27/20202/26/2020 Mid-Week Average2/28/2020 Saturday Sunday Monday Tuesday 1 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com Location:Driveway 3, North of San Mateo Ave Date Range:2/26/2020 - 3/3/2020 Site Code:03 Time NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total 12:00 AM 2 0 2 0 0 0 ---------------1 0 1 1:00 AM 0 0 0 0 0 0 ---------------0 0 0 2:00 AM 2 2 4 0 1 1 ---------------1 2 3 3:00 AM 0 0 0 0 1 1 ---------------0 1 1 4:00 AM 4 1 5 1 3 4 ---------------3 2 5 5:00 AM 2 0 2 6 0 6 ---------------4 0 4 6:00 AM 10 0 10 5 0 5 ---------------8 0 8 7:00 AM 13 6 19 19 3 22 ---------------16 5 21 8:00 AM 24 6 30 18 4 22 ---------------21 5 26 9:00 AM 17 13 30 25 8 33 ---------------21 11 32 10:00 AM 21 8 29 27 9 36 ---------------24 9 33 11:00 AM 18 14 32 20 18 38 ---------------19 16 35 12:00 PM 23 15 38 32 13 45 ---------------28 14 42 1:00 PM 12 15 27 23 26 49 ---------------18 21 38 2:00 PM 20 14 34 12 15 27 ---------------16 15 31 3:00 PM 14 18 32 15 16 31 ---------------15 17 32 4:00 PM 7 11 18 14 20 34 ---------------11 16 26 5:00 PM 9 14 23 3 13 16 ---------------6 14 20 6:00 PM 9 15 24 1 11 12 ---------------5 13 18 7:00 PM 3 2 5 6 14 20 ---------------5 8 13 8:00 PM 6 4 10 2 1 3 ---------------4 3 7 9:00 PM 5 3 8 3 1 4 ---------------4 2 6 10:00 PM 0 0 0 5 3 8 ---------------3 2 4 11:00 PM 4 3 7 3 2 5 ---------------4 3 6 Total 225 164 389 240 182 422 ---------------233 173 406 Percent 58%42%-57%43%----------------57%43%- AM Peak 08:00 11:00 11:00 10:00 11:00 11:00 ---------------10:00 11:00 11:00 Vol.24 14 32 27 18 38 ---------------24 16 35 PM Peak 12:00 15:00 12:00 12:00 13:00 13:00 ---------------12:00 13:00 12:00 Vol.23 18 38 32 26 49 ---------------28 21 42 1. Mid-week average includes data between Tuesday and Thursday. 3/3/20203/2/20203/1/20202/29/2020 Wednesday Thursday Friday 2/27/20202/26/2020 Mid-Week Average2/28/2020 Saturday Sunday Monday Tuesday 1 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com Location:Driveway 4, West of Airport Blvd Date Range:2/26/2020 - 3/3/2020 Site Code:04 Time EB WB Total EB WB Total EB WB Total EB WB Total EB WB Total EB WB Total EB WB Total EB WB Total 12:00 AM 0 0 0 0 1 1 ---------------0 1 1 1:00 AM 0 0 0 0 0 0 ---------------0 0 0 2:00 AM 1 2 3 1 1 2 ---------------1 2 3 3:00 AM 0 0 0 0 2 2 ---------------0 1 1 4:00 AM 1 0 1 0 0 0 ---------------1 0 1 5:00 AM 0 0 0 0 0 0 ---------------0 0 0 6:00 AM 3 4 7 0 0 0 ---------------2 2 4 7:00 AM 2 6 8 1 7 8 ---------------2 7 8 8:00 AM 4 15 19 3 10 13 ---------------4 13 16 9:00 AM 4 7 11 7 6 13 ---------------6 7 12 10:00 AM 2 4 6 4 2 6 ---------------3 3 6 11:00 AM 6 5 11 4 7 11 ---------------5 6 11 12:00 PM 1 6 7 9 10 19 ---------------5 8 13 1:00 PM 2 9 11 3 8 11 ---------------3 9 11 2:00 PM 2 8 10 9 10 19 ---------------6 9 15 3:00 PM 5 3 8 3 5 8 ---------------4 4 8 4:00 PM 3 6 9 3 6 9 ---------------3 6 9 5:00 PM 7 2 9 3 2 5 ---------------5 2 7 6:00 PM 2 0 2 4 4 8 ---------------3 2 5 7:00 PM 1 0 1 1 3 4 ---------------1 2 3 8:00 PM 1 1 2 2 0 2 ---------------2 1 2 9:00 PM 3 1 4 3 1 4 ---------------3 1 4 10:00 PM 1 1 2 0 0 0 ---------------1 1 1 11:00 PM 2 1 3 0 0 0 ---------------1 1 2 Total 53 81 134 60 85 145 ---------------57 83 140 Percent 40%60%-41%59%----------------41%59%- AM Peak 11:00 08:00 08:00 09:00 08:00 08:00 ---------------09:00 08:00 08:00 Vol.6 15 19 7 10 13 ---------------6 13 16 PM Peak 17:00 13:00 13:00 12:00 12:00 12:00 ---------------14:00 14:00 14:00 Vol.7 9 11 9 10 19 ---------------6 9 15 1. Mid-week average includes data between Tuesday and Thursday. 3/3/20203/2/20203/1/20202/29/2020 Wednesday Thursday Friday 2/27/20202/26/2020 Mid-Week Average2/28/2020 Saturday Sunday Monday Tuesday 1 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com