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Appendix D_TIA_Final_2020-9-18
Appendix D Transportation Impact Analysis 751 Gateway Boulevard Final Transportation Impact Analysis Prepared for: ICF September 18, 2020 SF19-1078 Table of Contents 1. Project Description ................................................................................................................... 1 1.1 Alternative Mode Share Target ....................................................................................................................................... 1 2. Environmental Setting .............................................................................................................. 4 2.1 Roadway Facilities ................................................................................................................................................................. 4 2.2 Transit Facilities and Service ............................................................................................................................................. 5 2.2.1 Regional Transit Service ......................................................................................................................................... 5 2.2.2 East of 101 Commuter Shuttle Service ............................................................................................................. 6 2.3 Pedestrian Facilities .............................................................................................................................................................. 8 2.4 Bicycle Facilities ..................................................................................................................................................................... 8 2.5 Emergency Vehicle Access ..............................................................................................................................................10 3. Transportation Analysis .......................................................................................................... 11 3.1 Significance Criteria ...........................................................................................................................................................11 3.1.1 Vehicle Miles Traveled (VMT) .............................................................................................................................11 3.1.2 Freeway Ramp Queuing .......................................................................................................................................12 3.1.3 Bicycle, Pedestrian, and Transit .........................................................................................................................13 3.1.4 Hazards .......................................................................................................................................................................13 3.1.5 Emergency Access ..................................................................................................................................................13 3.2 Analysis Scenarios ...............................................................................................................................................................13 3.2.1 Existing Conditions .................................................................................................................................................13 3.2.2 Existing Plus Project Conditions ........................................................................................................................14 3.2.3 Cumulative Conditions ..........................................................................................................................................14 3.2.4 Scenario 4: Cumulative Plus Project Conditions .........................................................................................14 3.3 Vehicle Miles Traveled ......................................................................................................................................................14 3.4 Trip Generation, Distribution, and Assignment ......................................................................................................16 3.4.1 Project Trip Generation .........................................................................................................................................16 3.4.2 Project Trip Distribution .......................................................................................................................................17 3.4.3 Project Trip Assignment .......................................................................................................................................17 3.5 Freeway Ramp Queueing Analysis ...............................................................................................................................20 3.6 Bicycle, Pedestrian, and Transit .....................................................................................................................................21 4. Impacts and Mitigations ......................................................................................................... 23 4.1 Vehicular Traffic ...................................................................................................................................................................23 4.1.1 Vehicle Miles Traveled ..........................................................................................................................................23 4.1.2 Freeway Ramp Queuing .......................................................................................................................................27 4.2 Bicycle, Pedestrian, and Transit .....................................................................................................................................27 4.3 Hazards ...................................................................................................................................................................................28 4.4 Emergency Access ..............................................................................................................................................................29 List of Figures Figure 1-1: Project Location ............................................................................................................................................................. 3 Figure 2-1 Transit Facilities ............................................................................................................................................................... 7 Figure 2-2 Bicycle Facilities ............................................................................................................................................................... 9 Figure 3-1 Project Trip Distribution ........................................................................................................................................... 18 Figure 3-2 Project Trip Assignment ........................................................................................................................................... 19 Figure 4-1 Project Mitigation Measures ................................................................................................................................... 26 List of Tables Table 2.1. East of 101 Area Commute.org Shuttle Service ................................................................................................... 6 Table 3.1 Home-Based Work (HBW) VMT Per Employee – Thresholds ....................................................................... 12 Table 3.2 Home-Based Work (HBW) VMT Per Employee – East of 101 ....................................................................... 15 Table 3.3 Project Trip Generation ............................................................................................................................................... 17 Table 3.4 Existing Weekday AM Peak Hour 95th Percentile Queues ............................................................................. 21 Table 3.5 Cumulative Weekday AM Peak Hour 95th Percentile Queues ...................................................................... 21 Table 4.1 VMT Impact Determination ....................................................................................................................................... 23 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 1 1. Project Description The transportation impact analysis (TIA) evaluates potential transportation impacts associated with the 751 Gateway Boulevard development project (“Project”). The Project involves construction of a 148-foot-tall, seven-story building with approximately 208,800 square feet of space (60 percent research and development [R&D] uses and 40 percent office uses) on the site of an existing northern surface parking lot on a 7.4-acre site in the City of South San Francisco’s East of 101 employment area. The project site includes an existing 170,235 square foot office building at 701 Gateway Boulevard, which would remain under the Project. The Project would also include a master parking plan for the portion of the Gateway Campus1 consisting of 601 Gateway Boulevard, 611 Gateway Boulevard, 651 Gateway Boulevard, 681 – 685 Gateway Boulevard, 701 Gateway Boulevard, and 751 Gateway Boulevard. The master parking plan would provide 3,099 parking spaces, which would provide a ratio of 2.4 spaces/1,000 gross square feet (gsf) for this portion of the Gateway Campus. Of these spaces, 1,916 would serve 601, 611, and 651 Gateway Boulevard (office) in a shared parking arrangement (2.5 spaces/1,000 gsf), 289 would serve 681-685 Gateway Boulevard (lab) (2 spaces/1,000 gsf), 434 would serve 701 Gateway Boulevard (office)(2.5 spaces/1,000 gsf spaces/1000 gsf), and 418 would serve 751 Gateway Boulevard (lab) (2.00 spaces/1,000 gsf). Primary bicycle, pedestrian, and motor vehicle site access is provided via the Gateway Boulevard frontage. Additional access is provided by an unnamed street that connects to Poletti Way. The project site design includes pedestrian connections between the neighboring Gateway Campus while maintaining the existing access drive that would curve around the proposed building. 1.1 Alternative Mode Share Target The proposed project would maintain the existing zoning designation of Zone IV under the Gateway Specific Plan District (GSPD). The existing zoning allows for development at a floor area ratio (FAR) of 1.25, or a maximum of 402,930 square feet, within the project site. The building at 701 Gateway Boulevard is approximately 170,235 square feet. Based on the zoning, 232,695 square feet of unrealized FAR is associated with the project site. The proposed project would use a portion of the unrealized FAR associated with the project site. The total proposed FAR for the site, including both the existing building at 701 Gateway Boulevard and the proposed building at 751 Gateway Boulevard, would be 1.18. The proposed project would require submittal of a TDM plan to the Planning Division for review and approval as part of the entitlement process, per the requirements of the South San Francisco Municipal Code (SSFMC) and the General Plan. The City’s TDM program is intended to reduce the amount of traffic generated by new development, reduce the share of drive-alone traffic during peak periods, and incentivize 1 The project site is in an area referred to as the Gateway Campus (consisting of nine buildings at 601, 611, and 651 Gateway Boulevard; 681 to 685 Gateway Boulevard; 701 Gateway Boulevard; 801 Gateway Boulevard; and 901 to 951 Gateway Boulevard). 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 2 the use of alternative modes of transportation. While SSFMC Section 20.400 does not call out a specific alternate mode-share (AMS) requirement for the Gateway Specific Plan District, similar zoning districts, and General Plan requirements in the East of 101 area require an AMS of 35 – 40% for development of a Floor Area Ratio of 1.0 – 1.25, and this standard would be applied to the 751 Gateway project, consistent with the City’s requirements, and policies to increase AMS and decrease single occupancy vehicle traffic. While the City interprets the regulatory TDM requirements to require the project to achieve an AMS of 35 to 40 percent, this CEQA analysis assumes a higher drive-alone share and more conservative AMS of 26 percent consistent with the City/County Association of Governments of San Mateo County (C/CAG) travel demand model and analysis for other similar projects within the City and the region.. The City’s TDM ordinance identifies several required and optional trip reduction measures for inclusion in a TDM Plan. The ordinance requires an annual employee mode share survey of the project site to ensure that desired transportation mode shares are achieved. Where the mode share target is not achieved, City officials may require program modifications intended to increase AMS or impose administrative penalties. YXZ280 £[101 N:\Projects\2019_Projects\SF19-1076_499ForbesBlvd\Graphics\AIProject 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 Bruno Mountain State & County Park Oyster Point Channel San BrunoChannel 1 2 3 4 56 7 8 Project Site Study Intersection# 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 4 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 site is at the southwest corner of the Oyster Point Boulevard and Gateway Boulevard intersection in the City of South San Francisco’s East of 101 employment area. Regional access to the project site is provided via US-101 and Oyster Point Boulevard to the north and, and US-101 and East Grand Avenue to the south. Relevant roadway plans and policies (e.g. South San Francisco General Plan, East of 101 Mobility 20/20 Plan, South San Francisco Complete Streets Plan) are discussed in Appendix B. Figure 1-1 shows the Project location, study intersections, and the surrounding roadway system. Project site vehicular access is provided via two, two-way driveway that intersects Gateway Boulevard South of Oyster Point Boulevard. A dedicated pedestrian walkway parallels the driveway. Study intersections are summarized in Appendix C and listed below: 1. Gateway Boulevard / Gateway Business Park Driveway 2. Airport Boulevard / Grand Avenue 3. Gateway Boulevard / East Grand Avenue 4. Gateway Boulevard / Corporate Driveway 5. Dubuque Avenue / Oyster Point Boulevard 6. Gateway Boulevard / Oyster Point Boulevard 7. Airport Boulevard / Sister Cities Boulevard 8. Dubuque Avenue / US-101 Off-ramp Key local roadways in the vicinity of the project site are described below: US-101 is an eight-lane freeway and principle north-south roadway connection between San Francisco, San Jose, and intermediate San Francisco Peninsula cities. In South San Francisco, US- 101 is located approximately one mile west of the project site and serves the East of 101 area with three primary access points. Near the project site, 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 Southern Access – Gateway Boulevard: Northbound on- and off-ramps are at South Airport Boulevard/Wondercolor Lane; southbound on- and off-ramps are immediately south of the San Mateo Avenue/Produce Avenue/South Airport Boulevard intersection. o Central Access – East Grand Avenue: Northbound off-ramps are at East Grand Avenue/Poletti Way and on-ramps are to the west at Grand Avenue/Airport Boulevard. Southbound off-ramps are at Airport Boulevard/Miller Avenue. There is no southbound freeway access at this location. 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 5 o Northern Access – Oyster Point Boulevard: Northbound on- and off-ramps intersect Dubuque Avenue at and immediately south of Oyster Point Boulevard. Southbound on- ramps are at Dubuque Ave, adjacent to the Northbound off-ramp. The southbound off- ramp intersects Gateway Boulevard / Oyster Point Boulevard as the intersection’s fifth leg. East Grand Avenue is an east-west arterial street. It has six travel lanes west of Gateway Boulevard, and four travel lanes east of Gateway Boulevard and two travel lanes east of Haskins Way. US-101 freeway ramps at East Grand Avenue enable Project access from the south. East Grand Avenue carries about 17,000 vehicles per day. Airport Boulevard runs roughly parallel to US-101 in South San Francisco. Freeway ramps south of Grand Avenue provide alternate Project access from the south. Airport Boulevard carries approximately 24,000 vehicles per day. Gateway Boulevard is a four-lane north-south arterial connecting East Grand Avenue with South Airport Boulevard and Oyster Point Boulevard. Class II bicycle lanes exist between East Grand Avenue and So. Airport Boulevard. The corridor provides Project access from the north via US-101 ramps at Oyster Point Boulevard. Gateway Boulevard carries approximately 12,000 vehicles per day. 2.2 Transit Facilities and Service The project site is not served directly by regional rail, ferry, or bus transit services; however, regional rail service (Caltrain and BART), ferry service (WETA), and bus service (SamTrans) is provided in the greater vicinity of the project site. BART and Caltrain stations and the WETA ferry terminal are located at a walking distance of approximately 2, 0.75, and 1 mile(s), respectively. No SamTrans bus service exists east of US-101 in South San Francisco at this time. The project site therefore relies on supplementary public shuttle services to connect employees with regional transit. Relevant transit plans and policies (e.g. South San Francisco General Plan, East of 101 Mobility 20/20 Plan, Caltrain Business Plan) are discussed in Appendix B. The existing transit services are shown on Figure 2-1and 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: 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 South San Francisco Station is located approximately three miles west of the project site at Mission Road and McLellan Drive. The San Bruno Station is located approximately two miles southwest of the project site near The Shops at Tanforan. BART trains operate on 15-minute headways during peak hours, and 20-minute headways during off-peak hours. 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 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 6 Francisco Caltrain Station is currently located approximately 0.75 miles south of the project site 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 East of 101 area via a tunnel with access at East Grand Avenue and Poletti Way. 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. Water Emergency Transportation Authority (WETA) provides weekday commuter ferry service between Oakland/Alameda ferry terminals and the South San Francisco Ferry Terminal at Oyster Point. There are three morning departures from Oakland/Alameda to South San Francisco, and three evening departures from South San Francisco to Oakland/Alameda. The South San Francisco Ferry terminal is located approximately one mile from the project site. San Mateo County Transit District (SamTrans) provides bus and rail service (through Caltrain) in San Mateo County but does not serve the East of 101 employment area. The closest bus stops to the project site are approximately 0.6 miles to the northwest near the intersection of Airport Boulevard and Sister Cities Boulevard and are served by Routes 292 and 397. 2.2.2 East of 101 Commuter Shuttle Service Peninsula Traffic Congestion Relief Alliance (Commute.org) shuttles provide weekday commute period first/last mile connections between BART and Caltrain stations and the WETA ferry terminal and local employers in the East of 101 Area, including the project site. Six weekday peak period, peak-direction routes serve the East of 101 area and are described in Table 2.1. Service is roughly distributed between the East of 101 area’s north (Oyster Point area) and south (Utah/Grand area) geographic halves. Project shuttle access is provided by an existing stop 0.2 miles away at the intersection of Oyster Point Boulevard and Gateway Boulevard which is served by all Oyster Point area shuttles. These routes connect with Caltrain, BART, and the WETA ferry terminal. Table 2.1. East of 101 Area Commute.org Shuttle Service Service Area Regional Transit Connection Peak Period Headway (minutes) Total Daily Weekday Trips AM (6:30-10:00) PM (3:00-6:00) Oyster Point Caltrain 30-40 7 7 Ferry Terminal 20-60 3 3 BART 15-30 10 9 Utah/Grand Caltrain 30-40 8 7 Ferry Terminal and Caltrain 30-60 4 3 BART 30 8 7 Note: Highlighted text denotes service that is walking distance to the project site from an existing shuttle stop. YXZ280 £[101 Transit FacilitiesFigure 2-1N:\Projects\2019_Projects\SF19-1078_751 Gateway EIR\GraphicsLittlefield AveUtah Ave Swfit Ave Hi l l s i d e B l v d S A i rpo r t B l v d Gill DrDOWNTOWN 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 Commute.org Shuttle Routes and Stops Caltrain Station and Alignment South San Francisco Ferry Terminal Project Site SamTrans Routes 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 8 2.3 Pedestrian Facilities Pedestrian facilities include sidewalks, crosswalks, trails, and pedestrian signals. In the Project vicinity, continuous sidewalks exist along both sides of Gateway Boulevard except South of Larkspur Landing driveway, where continuous sidewalks exist on the east side of the roadway for intermittent sections to East Grand Avenue. At the intersection of Oyster Point Boulevard and Gateway Boulevard (a signal-controlled intersection immediately adjacent to the project site), marked crosswalks are provided on two of the four intersection legs. Sidewalks exist on the north side of Oyster Point Boulevard, which provides continuous pedestrian connectivity between the project site and the nearest existing Commute.org shuttle stop. A segment of the San Francisco Bay Trail runs along the shoreline in the East of 101 area, providing a continuous off-street shared-use trail connection between Brisbane’s Sierra Point to the north and South Airport Boulevard at the San Bruno Canal to the south. The Bay Trail is a public pedestrian and bicycle trail that is planned to extend around the entire San Francisco Bay. To the north of the project site, the Bay Trail connects to the South San Francisco Ferry Terminal to Oyster Point Boulevard, allowing bicyclists and pedestrians to access the Ferry Terminal. Currently, there are gaps in the trail to the north of Brisbane, and just south of South San Francisco. Relevant pedestrian plans and policies (e.g. South San Francisco General Plan, East of 101 Mobility 20/20 Plan, South San Francisco Pedestrian Master Plan) are discussed in Appendix B. 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 crossflow 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 partially complete bicycle network that provides first- and last- mile connectivity to the South San Francisco Ferry Terminal but lacks dedicated bicycle connections to the Caltrain station and residential and commercial uses west of US-101. 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. YXZ280 £[101 N:\Projects\2019_Projects\SF19-1078_751 Gateway EIR\GraphicsBicycle Facilites Figure 2-2 Oyster Point Blvd Gateway BlvdForbes Blvd E Gr 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 Littlefield AveUtah Ave Swfit Ave Hi l l s i d e B l v d S A i rpo r t B l v d Gill DrMiller A v e 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 South San Francisco Ferry Terminal South San Francisco Caltrain StationExisting Class III Bicycle Route Planned Class III Bicycle Route Planned Class IV Protected Bicycle Lane Project SiteExisting Class IV Protected Bicycle Lane DOWNTOWN EAST OF101 SIERRA POINT 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 10 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. Poletti Way has a short Class I mixed-use trail connection from the street’s terminus to the Oyster Point Boulevard/Gateway Boulevard intersection; an extension of the trail is planned to the new Caltrain station to the south and the Bay Trail to the north (under the Oyster Point Boulevard overpass). Oyster Point Boulevard has Class II bicycle lanes between Gull Drive and Gateway Boulevard; Class II bicycle lanes are planned for the remainder of Oyster Point Boulevard to connect to existing bicycle lanes on Sister Cities Boulevard and Airport Boulevard. East Grand Avenue has intermittent Class II bicycle lanes in the East of 101 Area. A Class I trail is planned and will connect the new Caltrain station with planned trails near Forbes Boulevard, while Class II bicycle lanes are expected to be installed from Gateway Boulevard to DNA Way by summer 2020. 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 encircling the San Francisco Bay shoreline. Bicyclists primarily access the project site via Gateway Boulevard, Poletti Way, Oyster Point Boulevard, East Grand Avenue, and/or the Bay Trail. Commute trip lengths, lack of continuous low stress bicycle facilities, lack of connectivity to residences and transit stations, and topography present barriers to bicycle commuting to the East of 101 area today. As noted in the prior section, the reconstructed South San Francisco Caltrain station features a bicycle and pedestrian undercrossing that connects the East of 101 area to the upgraded South San Francisco Caltrain station, Downtown South San Francisco, housing, and commercial services to the west. The undercrossing represents the first non-motorized connection spanning the Caltrain and US-101 corridors, which are substantial barriers to east-west bicycle and pedestrian travel. Additional relevant bicycle plans and policies (e.g. South San Francisco General Plan, East of 101 Mobility 20/20 Plan, South San Francisco Bicycle Master Plan) 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 one mile north of South San Francisco Fire Station 62 which is located at 249 Harbor Way. Emergency vehicle access to the project site is primarily from the two driveways on Gateway Boulevard, which has two travel lanes in each direction. 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 11 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),2 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) As a part of Shape SSF, the City of South San Francisco’s General Plan Update, the City is updating its transportation impact thresholds. By July 1st, 2020, the City will adopt a VMT threshold in accordance with the Office of Planning and Research (OPR)’s guidance in implementing Senate Bill 743. Since the City has not yet adopted such a VMT threshold, an interim Project threshold was developed based on the metrics and methods described in Appendix A, Vehicle Miles Traveled Technical Overview. Analysis of greenhouse gas reduction goals performed by the California Air Resources Board (CARB) indicates that a 2 The Governor’s Office of Planning and Research (OPR) has established new metrics for determining the significance of transportation impacts with VMT as the preferred transportation impact metric and applied their discretion to require its use statewide, as described in more detail in Appendix A. 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 12 reduction of at least 16.8 percent of light-duty vehicle VMT is necessary to reach statewide goals.3 Light- duty VMT is appropriate for the Project because most Project trips are expected to be light duty vehicles (such as personal automobiles used for commuting). Home-based work VMT (HBW VMT) per employee was identified as the Project analysis metric. This metric follows OPR guidance for measuring office project VMT and helps compare the Project’s relative transportation efficiency to the regional average. OPR recommends using a regional geography for office projects. Neither the local city or county level geographic area is robust enough to capture the full length of most trips or evaluate the interaction of the Project in a regional setting, as many commute trips exceed the city and county borders. Accordingly, the nine-county Bay Area region was selected as the geographic boundary for the assessment (as shown in Table 3.1). • A significant impact would occur should existing HBW VMT per employee in the travel demand model transportation analysis zone (TAZ) that encompasses the project result in greater than 11.8 HBW VMT per employee under existing conditions, based on a reduction of 16.8 percent below the existing regional average of 14.2 HBW VMT per employee as shown in Table 3.1. • A significant impact would occur should cumulative HBW VMT per employee in the travel demand model transportation analysis zone (TAZ) that encompasses the project result in greater than 12.1 HBW VMT per employee under cumulative conditions, based on a reduction of 16.8 percent below the cumulative regional average of 14.6 HBW VMT per employee as shown in Table 3.1. Table 3.1 Home-Based Work (HBW) VMT Per Employee – Thresholds Location Total HBW VMT (a) Total Employees (b) HBW VMT per Employee (a) / (b) VMT per Employee Threshold (16.8% Reduction) Bay Area Region, Existing 63,336,200 4,461,670 14.2 11.8 Bay Area Region, 2040 Cumulative 78,980,240 5,406,190 14.6 12.1 Source: Fehr & Peers 2020; C/CAG-VTA Bi-County Transportation Demand Model, 2019. 3.1.2 Freeway Ramp Queuing While SB 743 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, 3 California Air Resources Board, 2017 Scoping Plan-Identified VMT Reductions and Relationship to State Climate Goals, January 2019. Available online at https://ww2.arb.ca.gov/resources/documents/carb-2017-scoping-plan-identified- vmt-reductions-and-relationship-state-climate 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 13 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 considerably contribute to baseline 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. • A significant impact would occur if the Project substantially increases hazards by introducing an incompatible land use. 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 Scenario 3: Cumulative Conditions Scenario 4: Cumulative Plus Project Conditions 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, Project Impacts and Mitigation Measures. 3.2.1 Existing Conditions Existing conditions represent the baseline condition upon which Project impacts are measured. The baseline condition represents existing conditions as of 2019. 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 14 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. 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. 3.2.4 Scenario 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. 3.3 Vehicle Miles Traveled Project-generated HBW VMT per employee is calculated based on average HBW VMT generated by employees working in the C/CAG travel demand model transportation analysis zone (TAZ) where the Project is located, divided by the number of jobs within the TAZ, as described in more detail in Appendix A. A TAZ is the smallest resolution available in the C/CAG model – somewhere between a census block group and a census tract in size. Each TAZ included in the model contains information related to the existing and proposed land uses and transportation options for zone. Therefore, the transportation properties of the Project’s TAZ are an appropriate proxy for transportation properties of the Project itself. Based on this methodology, the Project would generate 16.2 HBW VMT per employee under existing conditions. This total is above the regional average total of 14.2 HBW VMT per employee under existing conditions and is also above the VMT per employee threshold of 11.8 HBW VMT per employee under existing conditions (which represents the reduction of 16.8% below the existing regional average HBW VMT per employee). The Project would generate 14.0 HBW VMT per employee under cumulative 2040 conditions. This total is similar to the cumulative regional average total of 14.6 HBW VMT per employee. The Project would generate HBW VMT per employee above the VMT per employee threshold of 12.1 BHW VMT per employee under cumulative conditions (which represents the reduction of 16.8% below the cumulative regional average HBW VMT per employee). The C/CAG model variables are presented in Table 3.2. As discussed in Section 1, Project Description, the Project is required to include an TDM program designed to achieve a 35-40 percent non-drive alone mode share during peak periods under the City’s current TDM 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 15 requirements and policy direction to reduce single-occupancy vehicle trips, which represent an approximately six percent reduction in non-drive alone mode share from baseline conditions (29%).4 However, reductions in non-drive alone mode share are not necessarily interchangeable with VMT reductions on a percentage point for percentage point basis. This is due to several reasons. First, mode share targets do not necessarily correlate with trip generation and trip length: although many East of 101 employers meet their non-drive alone mode share targets, vehicle trip generation and trip lengths are similar to (if not slightly higher than) regional averages based on the C/CAG travel demand model outputs. Second, a non-drive alone mode share target includes passenger vehicle-based modes such as vanpools and carpools, which may dilute its effectiveness for VMT reductions. Third, VMT is a measure of daily activity for all trips, whereas accounting of non-drive alone mode share targets focuses only on commute trips. Therefore, Project HBW VMT per employee was not adjusted based on the Project TDM plan. Table 3.2 Home-Based Work (HBW) VMT Per Employee – East of 101 Location Total HBW VMT (a) Total Employees (b) HBW VMT per Employee (a) / (b) VMT per Employee Threshold East of 101 Area, Existing 581,977 35,831 16.2 11.8 East of 101 Area, 2040 Cumulative 1,975,199 736,810 14.0 12.1 Source: Fehr & Peers 2020; C/CAG-VTA Bi-County Transportation Demand Model, 2019. The Project’s effect on VMT describes changes in VMT generation from neighboring land uses by comparing area VMT for “no project” and “plus project” scenarios. Given the similarities in the Project land uses to those of the surrounding land uses (e.g., location that generates higher than average VMT for the region, single-use employment centers, and limited non-auto access), the analysis of Project-generated HBW VMT per employee based on East of 101 Area VMT provides a reasonable estimation of the environmental consequences associated with the Project’s effect on VMT. Overall, the existing land use and transportation characteristics of the East of 101 area contribute to the East of 101 Area’s higher-than-average VMT per employee. As a single-use employment center, all home- based trips begin or end outside the East of 101 area, requiring longer travel along auto-oriented roadways or via transit service that is currently not competitive with the automobile. In contrast, mixed-use settings near transit can reduce trip generation and trip lengths while increasing the use of non-auto modes. 4 2012-2016 five-year American Community Survey commute mode share estimates for the East of 101 employment area. Accessed via the Census Transportation Planning Products (CTPP). 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 16 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 data collected in Fall 2019 for the existing office and research and development (R&D) campus adjacent to the project site. Local travel demand data was used instead of national averages because of the unique conditions in the East of 101 area, including peak period spreading, employment land use mix, and higher rates of participation in TDM programs. In contrast, national trip generation databases such as the Institute of Transportation Engineers’ (ITE) Trip Generation Manual is generally collected at suburban sites with limited non-auto access and less congestion. Driveway count data was collected at nine driveways at the surrounding office/R&D campus representing trip generation for nine existing buildings5 and 1.4 million square feet. A trip generation rate for the existing uses was developed and applied to the Project square footage to calculate Project travel demand. The sample site driveway traffic data is presented in Appendix C. The Project trip generation rate was derived from the site-specific data and multiplied by the size of the Project (gross square feet) to determine daily and weekday morning and evening peak hour vehicle trip generation volume, shown in Table 3.3. Vehicle trips are summarized for the entire project site (including both the existing 701 Gateway building, which would remain, and the proposed 751 Gateway building), and for each building individually. The net new Project trips are for the proposed 751 Gateway only and subtract existing trips associated with the existing 701 Gateway building from the project site trips. According to this trip generation analysis, the new 208,800 square foot office building would generate approximately 1,784 daily, 206 AM peak hour (143 inbound and 64 outbound), and 172 PM peak hour (45 inbound and 127 outbound) net new trips. 5 The nine existing buildings on the Gateway Campus include a combination of office, R&D, and lab land uses at the following addresses: 681, 685, 701, 601, 611, 651, 801, 901, and 951 Gateway Boulevard. 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 17 Table 3.3 Project Trip Generation Land Use Size (KSF) Daily AM Peak Hour PM Peak Hour Total Rate In Out Total Rate In Out Total Rate Total Trips for the project site (701 & 751 Gateway Boulevard buildings) 382.3 3,267 8.6 262 116 378 0.99 82 232 315 0.82 Existing Trips for the 701 Gateway Boulevard building, which would remain 173.5 1,483 119 53 172 37 105 143 Net New Trips for the proposed 751 Gateway Boulevard building 208.8 1,784 143 64 206 45 127 172 Notes: 1. Trip Generation rates based on 2019 driveway count data collected at the Gateway Campus in the East of 101 area. Source: Fehr & Peers 2020 3.4.2 Project Trip Distribution The directions of approach and departure for the Project traffic were estimated based on C/CAG’s Travel Demand Model and the City of South San Francisco’s Travel Demand Model, which has greater sensitivity to local travel patterns. Figure 3-1, Project Trip Distribution, shows the general trip distribution pattern for the Project. Most of the Project traffic is split between the north (33%) and south (49%) US-101 approaches to the East of 101 area. Within South San Francisco, approximately 16 percent of Project traffic is projected to come from west of US-101, while 2 percent is expected to come from within the East of 101 area. 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 3-2 shows the expected increases in peak hour intersection turning movement volume due to the Project. Project traffic would access the roadway network via two driveways along the Gateway Boulevard frontage, to the South of Oyster Point Boulevard. Inbound vehicular traffic accesses the project site via Gateway Boulevard from both sides and outbound traffic departs via Gateway Boulevard in the opposite direction. YXZ280 £[101 N:\Projects\2019_Projects\SF19-1076_499ForbesBlvd\Graphics\AIProject Trip Distribution Figure 3-1 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 Bruno Mountain State & County Park Oyster Point Channel San BrunoChannel Project Site Trip Distribution 33% 2% 16% 49% Figure 3-2Project Trip Assignment0 (0)9 (3)0 (0)0 (0)2 (4)0 (0)1. Airport Blvd./Sister Cities Blvd./Oyster Point Blvd.0 (0)0 (0)54 (17)0 (0)9 (3)0 (0)21 (42)2 (4)13 (25)2. 101 NB On Ramp/Dubuque Ave./Oyster Point Blvd.0 (0)5 (1)0 (0)49 (15)0 (0)0 (0)13 (25)0 (0)3. Dubuque Ave./101 NB Off Ramp/101 SB On Ramp0 (0)0 (0)0 (0)0 (0)9 (3)0 (0)0 (0)30 (0)5 (1)4 (8)4 (8)6 (12)6. Airport Blvd./Grand Ave.0 (0)23 (7)0 (0)0 (0)28 (56)0 (0)7. Gateway Business Pkwy/Larkspur Landing Dwy23 (7)0 (0)0 (0)36 (71)0 (0)28 (56)110 (35)0 (0)0 (0)0 (0)0 (0)0 (0)8. Gateway/Coporate Dwy36 (71)0 (0)0 (0)0 (0)0 (0)63 (20)0 (0)47 (15)0 (0)0 (0)0 (0)0 (0)0 (0)0 (0)4. Future 101 NB Ramp/Gateway Blvd/Oyster Point Blvd.Sister Cities Blvd. Oyster Point Blvd.Airport Blvd.101 NB Off Ramp/101 SB On RampDubuque Ave.Grand Ave.Airport Blvd.Gateway Business PkwyLarkspur Landing DwyGatewayCoporate DwyGatewayOyster Point Blvd.Oyster Point Blvd.GatewayFuture 101 NB Ramp/Gateway Blvd0 (0)11 (3)0 (0)9 (3)0 (0)0 (0)14 (28)13 (25)0 (0)0 (0)0 (0)0 (0)5. Gateway Blvd./E. Grand Ave.E. Grand Ave.Gateway Blvd.Oyster Point Blvd.101 NB On RampDubuque Ave.acffacceaaccfaaceaacffaacefaacffaeabfcffd accfbeabcfaacf aceae aceaeacebf acedaabfacce ccf beacceaceacce aceacce#Study IntersectionLane ConfigurationacfPeak Hour Traffic VolumeAM (PM)STOPStop SignSignalizedLEGEND0 (0)0 (0)0 (0)0 (0)0 (0)0 (0)0 (0)0 (0)0 (0)0 (0)0 (0)0 (0)0 (0)0 (0)0 (0) 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 20 3.5 Freeway Ramp Queueing Analysis Three freeway off-ramps were selected for analysis based on local traffic patterns, Project trip assignment forecasts, input from the City of South San Francisco, and engineering judgment, 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 Southbound Off-Ramp at Oyster Point Boulevard 2. US-101 Northbound Off-Ramp at East Grand Avenue 3. US-101 Northbound Off-Ramp at Dubuque Avenue Traffic counts were collected at the approaches and departures to the three freeway off-ramps during the morning (7:00 AM to 9:00 AM) and evening (4:00 PM to 6:00 PM) peak periods in November 2019. During all counts, weather conditions were generally dry, no unusual traffic patterns were observed, and the South San Francisco Unified School District was in regular session. Table 3.4 presents weekday AM peak hour vehicle queues at the three US-101 off-ramp study locations. The AM peak hour was selected as the analysis period since the Project, and the East of 101 area generally generate the majority of “inbound” trips during the AM peak period where inbound trips would be using the freeway off-ramps. Conversely, during the PM peak period, study off-ramps have significantly lower volumes and very few project trips would use the off-ramps. Therefore, the off-ramps queuing analysis during the AM peak hour is expected to encompass all potential impacts. The Project would extend or contribute to queues longer than storage distances at study location #1, the US-101 Southbound Off-Ramp at Oyster Point Boulevard. Specifically, the queue would spill back from the eastbound right turn lane approaching the Oyster Point Boulevard / Gateway Boulevard Intersection. However, the queue would not interfere with the US-101 freeway mainline as the combined right turn and through queue lengths are less than the overall 3,100-foot ramp storage distance. 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 3.5. The Project would extend or contribute to queues longer than storage distances at study location #1, the US-101 Southbound Off-Ramp at Oyster Point Boulevard. Specifically, the queue would spill back from the eastbound right turn lane approaching the Oyster Point Boulevard / Gateway Boulevard Intersection. However, similar to under Existing Plus Project conditions, the queue would not interfere with the US-101 freeway mainline as the combined right turn and through queue lengths are less than the overall 3,100-foot ramp storage distance. Cumulative Plus Project traffic therefore would not result in a hazardous condition at this location. 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 21 Table 3.4 Existing Weekday AM Peak Hour 95th Percentile Queues Approach Lanes Storage Distance Existing Existing Plus Project Volume Queue Length Volume Queue Length 1. US-101 Southbound Off-Ramp at Oyster Point Boulevard (AM Peak) Through 3,100 704 513 704 513 Right 350 319 547 366 650 2. US-101 Northbound Off-Ramp at East Grand Avenue (AM Peak) Left 1,775 131 200 131 200 Right 1,775 639 1,020 639 1,020 3. US-101 Northbound Off-Ramp at Dubuque Avenue (AM Peak) Left/Through 1,000 891 365 940 386 Right 300 74 27 74 27 Notes: Bold type indicates conditions where queue length exceeds intersection movement capacity. Queues do not take into account downstream spillover from adjacent intersections. Storage distance and queues in feet per lane. Source: Fehr & Peers, 2020 Table 3.5 Cumulative Weekday AM 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 Oyster Point Boulevard (AM Peak) Through 3,100 1,813 1,553 1,813 1,553 Right 350 654 1,162 701 1,255 2. US-101 Northbound Off-Ramp at East Grand Avenue (AM Peak) Left 1,775 216 330 216 330 Right 1,775 683 1,090 683 1,090 3. US-101 Northbound Off-Ramp at Dubuque Avenue (AM Peak) Left/Through 1,000 425 1,317 1,366 442 Right 300 22 374 74 321 Notes: Bold type indicates conditions where queue length exceeds intersection movement capacity. 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 additional vehicle trips adjacent to existing sidewalks and bicycle facilities and would generate some new walking and bicycling trips. However, the Project would not worsen existing or planned bicycle or pedestrian facilities. The project would not create inconsistencies with adopted bicycle or pedestrian system plans, guidelines, or policy standards, as described in Appendix B. 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 22 The Project includes both long-term protected (class I and short-term (class II) bicycle parking spaces in compliance with the City’s code requirements. Class I bicycle parking spaces are typically lockers or restricted access parking rooms and are intended for employees. Class II bicycle parking spaces are standard bike racks and are mostly intended for visitors. Bike racks should be located near entrances where they are highly visible. The Project would generate vehicle trips in the vicinity of existing transit services and would generate some new transit trips to existing routes. Commute.org shuttles travel along the Project’s frontage on Gateway Boulevard and Caltrain operates less than one mile from the project site. The addition of 206 vehicle trips during the AM peak hour, or three to four new vehicles per minute, would not create a disruption to transit service surrounding the project site. Project-added vehicle trips represent approximately three percent of entering volumes at study intersections during the AM and PM peak hours. The Project may add net new transit trips to both Caltrain and Commute.org shuttles, but both operators are expected to be able to handle the additional ridership either through existing 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 Project and the South San Francisco Station Improvement Project 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. 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 23 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: Home-based work (HBW) vehicle miles traveled (VMT) per employee in the travel demand model transportation analysis zone (TAZ) that encompasses the project result in greater than 16.8 percent below the regional average HBW VMT per employee under Existing Plus Project and Cumulative Plus Project conditions. (Significant; Significant and Unavoidable) As documented in Section 3.3, using the average VMT in the East of 101 area, the Project would generate approximately 16.2 HBW VMT per employee under existing conditions, which is greater than the per- employee significance threshold of 11.8 HBW VMT (based on a VMT rate 16.8 percent below the regional average of 14.2 HBW VMT per employee). Therefore, the Project would have a significant impact on VMT under Existing Plus Project conditions. Under Cumulative conditions, the Project would generate approximately 14.0 HBW VMT per employee, which is greater than the per-employee significance threshold of 12.1 HBW VMT (based on a VMT rate 16.8 percent below the regional average of 14.6 HBW VMT per employee). Therefore, the Project would be a cumulatively considerable contributor to a significant cumulative impact on VMT under Cumulative Plus Project conditions. A comparison between the Bay Area region and East of 101 per-employee VMT averages under Existing and Cumulative conditions are presented in Table 4.1. Table 4.1 VMT Impact Determination Location Total HBW VMT (a) Total Employees (b) HBW VMT per Employee (a) / (b) VMT per Employee Threshold VMT Impact Determination East of 101 Area, Existing 581,977 35,831 16.2 11.8 Yes East of 101 Area, 2040 Cumulative 1,975,199 736,810 14.0 12.1 Yes Source: Fehr & Peers 2020; C/CAG-VTA Bi-County Transportation Demand Model, 2019. 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 24 Mitigation Measures: First- and last-mile transit connections and active transportation improvements are likely to yield the greatest Project VMT reductions. The following mitigation measures support and enhance the effectiveness of the Project’s TDM strategies, which as noted in Section 3.3 are unlikely to substantially reduce HBW VMT per-employee but will aid in reducing Project auto travel demand. Mitigation Measure TRANS-1 is appropriate under both Existing Plus Project and Cumulative Plus Project conditions. Components of Mitigation Measure TRANS-1 are shown in Figure 4-1. TRANS-1 The applicant shall provide funding toward the City’s design and construction of the following off-site improvements to support the Project’s first- and last-mile strategies necessary to support auto trip reduction measures. The Project shall provide a fair-share contribution towards the City’s cost of facilities and improvements identified below for the purposes of upgrading Poletti Way sidewalk to a Class I shared-use bicycle and pedestrian pathway between the Caltrain Station at East Grand Avenue, and the street’s northern terminus as identified in the Active South City: Bicycle and Pedestrian Master Plan (currently in draft form), or if said Master Plan is in the process of being amended or updated at the time of the first building permit for the Project, then the Project shall instead provide a fair-share contribution in an equivalent amount towards improvements and upgrades of equivalent design and purpose, as determined by the City’s Chief Planner in his reasonable discretion. The Gateway Property Owners Association is currently in the process of dedicating the Poletti Way right-of-way to the City and the dedication is expected to be completed by the end of 2020. The improvement will include curb ramps, curb and gutter, signage, markings, and other changes necessary to meet Caltrans and City of South San Francisco Class I bikeway standards. Specific improvements will include upgrades at vehicular crossings (such as driveways and minor streets) to provide 10-foot minimum wide barrier-free accessible ramps that permit direct, two-way bicycle and pedestrian travel. Adequate warning and regulatory signage and markings will be provided to alert road users of potential conflicts per the California Manual on Uniform Traffic Control Devices (CAMUTCD). Existing pavement conditions will be assessed and reconstructed if necessary, per City of South San Francisco standards. The Project’s obligation to pay a fair share contribution toward this improvement is contingent upon the City (i) adopting a final Active South City Bicycle and Pedestrian Master Plan that includes the improvement, or City approval of a plan for improvements of equivalent design and purpose; (ii) acquiring any necessary right of way; and (iii) implementing a program that will require fair share contributions from other developments in the East of 101 area that will benefit from the improvement. The Project shall provide a fair share contribution toward the City’s cost of facilities and improvements identified below for the purposes of extending Class II bicycle lanes on Gateway Boulevard between East Grand Avenue and Oyster Point Boulevard, assuming 1,100 linear feet of frontage. This improvement will include striping new bicycle lanes and restriping existing lanes. Extending bicycle lanes will support enhanced bicycle access from south of the project site as identified in the Active South City: Bicycle and Pedestrian Master Plan (currently in draft form). If said Master Plan is in the process of being amended or updated at the time of the first building permit for the Project, then the Project shall 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 25 instead provide a fair-share contribution in an equivalent amount towards improvements and upgrades of equivalent design and purpose, as determined by the City’s Chief Planner in his reasonable discretion. The Project shall participate in first-/last-mile shuttle program(s) to Caltrain, BART, and the ferry terminal. Shuttles may be operated by Commute.org and/or a future East of 101 transportation management agency. The Project may provide an on-site loading zone for potential future private shuttles or pick-up/drop-off operations; however public shuttle shall utilize on-street shuttle stops located adjacent to the project site in order to minimize additional travel time for shuttles.6 Southbound shuttles on Gateway Boulevard shall use the existing shuttle stop at the intersection of Gateway Boulevard and the Gateway Business Park driveway (approximately 500 feet south of the project site) or the Project may construct a new southbound shuttle stop along the project frontage on Gateway Boulevard. A new shuttle stop shall accommodate small shuttles and larger buses and shall be designed in close coordination with the City and the shuttle operators taking into consideration planned roadway improvements, other new developments, and rider needs. Northbound shuttles on Gateway Boulevard shall use the future shuttle stop at the Gateway Business Park driveway (directly across the street from the project site) as proposed as part of the Gateway of Pacific project. The Project shall provide a more direct connection to on-street shuttle stops by adding directional curb ramps and high visibility crosswalks at the northern leg of the Gateway Boulevard/Gateway Business Park driveway/Project driveway intersection. Since no crosswalk currently existing across the northern leg of this intersection, the Project shall review existing intersection signal timing and adjust if necessary, to accommodate the new pedestrian phase. Add high-visibility crosswalks on the south side of the Oyster Point Boulevard / Gateway Boulevard intersection (southern and eastern legs of the intersection) to improve access to shuttle stops on Oyster Point Boulevard. For those off-site improvements where a fair-share contribution is identified, the City will collect payment from the Project and will allocate those funds for the specific improvements identified prior to issuing the first building permit. Specific details of the fair-share contributions will be addressed in the Project’s conditions of approval, but in any case will comply with the Mitigation Fee Act. Specific right of way needs for Mitigation Measure TRANS-1 are described as part of each off-site improvement’s description above, if applicable. No secondary impacts are expected. Significance after Mitigation: Implementation of Mitigation Measure TRANS-1 includes many off-site improvements that support and enable the first- and last-mile non-auto commute strategies. However, this mitigation measure includes some improvements that are not fully funded, and thus uncertain in their implementation timeline with regards to the Project’s construction timeline. Additionally, the mitigation measure’s effectiveness is unknown and is unlikely to reduce the Project’s HBW VMT below the existing and cumulative thresholds, as shown in Table 4.1) to reach a less-than-significant level. Therefore, this impact would be significant and unavoidable. 6 “New shuttle stop locations on Gateway Boulevard and Oyster Point Boulevard should be designed to be consistent with the vocabulary of the existing stop at Gateway Boulevard subject to approval by The Gateway Association.” Ken Kay Associates. Gateway Business Park Master Plan. May 2013. YXZ280 £[101 Project Mitigation Measures Figure 4-1 DOWNTOWN EAST OF101 SIERRA POINT Oyster Point Blvd Gateway BlvdForbes Blvd East G r a n d A v e DNA WayAirport BlvdLinden AveAllerton AveSister Cit i e s B l v d Eccles AvePoletti WayProject Site Improvement Areas Caltrain Station Pay fair-share contribution toward upgrading Poletti Way path to Class I shared path standards, including trail crossing treatments and connections to Project building entries and bicycle parking facilities. Pay fair-share contribution toward extending Class II bicycle lanes on Gateway Boulevard between East Grand Avenue and Oyster Point Boulevard Participate in TMA or Commute.org shuttle program. Construct new southbound on-street shuttle stop, if desired by Project sponsor. Provide high visibility crosswalks and directional curb ramps at the Oyster Point Boulevard / Gateway Boulevard and Gateway Boulevard / Gateway Business Park intersections 1 2 1 2 3 4 3 4 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 27 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 interfere with the freeway mainline are concentrated at the US-101 Southbound off-ramp at Oyster Point Boulevard and the US-101 Northbound off-ramps at East Grand Avenue and Dubuque Avenue, 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. Mitigation Measures: None required 4.2 Bicycle, Pedestrian, and Transit Impact TRANS-3: Development of the Project would not produce a detrimental impact to existing bicycle or pedestrian facilities, or 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, Relevant Policies and Plans. 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. Mitigation Measures: None required Impact TRANS-4: Project development or Project traffic may produce a detrimental impact to local transit or shuttle service under Existing Plus Project and Cumulative Plus Project conditions. (Less than Significant with Mitigation) The Project’s site plan identifies an on-site shuttle stop intended for use by private Gateway shuttles and public Commute.org shuttles. As described in Mitigation Measure TRANS-1, the Project may provide an on- site loading zone for private shuttles or pick-up/drop-off operations; however public shuttles serving the site shall use on-street shuttle stops. The on-site shuttle stop placement and access constraints has the potential to add several minutes to existing Commute.org shuttle routes: 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 28 The current Oyster Point BART Shuttle and Oyster Point Ferry Shuttle would need to divert from its route in a one quarter mile loop, which would include two new traffic light cycles at the Oyster Point / Gateway Boulevard intersection and the Gateway Boulevard / Gateway Business Park driveway entrance. The Oyster Point / Gateway Boulevard intersection experiences congested traffic conditions, operating at LOS F in the existing AM peak hour and LOS F in the cumulative AM and PM peak hours, suggesting these shuttles may experience substantial delays. New routing and/or additional route creation for both routes are likely as public and private services consolidate to improve overall frequency and other efficiencies. New signal timing, new turn lanes and other street improvements planned may also improve conditions. The current Oyster Point Caltrain Shuttle would require an extensive route diversion for northbound shuttles since no access is provided via Gateway Boulevard, forcing shuttles to navigate through parking lots accessed via Poletti Way in order to access the shuttle stop. This diversion would be approximately ½ mile via slow speed parking aisles, suggesting this shuttle may also experience noticeably longer run times. Again, the potential new routing, new stop locations, and new routes are likely to minimize these additional delays. Commute.org’s existing shuttle routes already include numerous route diversions, the sum of these diversions results in longer travel times and wait times, which ultimately discourages transit ridership. Adding new such diversions should be avoided. The Project’s site plan therefore may pose a significant impact to public shuttle operations. The Project should coordinate closely with shuttle operators. It should be noted that enhanced shuttle routes and stops could potentially look quite different than the existing commute.org network with the consolidation of private and public services. Mitigation Measures: The applicant shall implement mitigation measure TRANS-1 in order to improve pedestrian connections with existing and/or new public shuttle stops. Mitigation Measure TRANS-1 is appropriate under both Existing Plus Project and Cumulative Plus Project conditions. Significance after mitigation: Implementation of Mitigation Measure TRANS-1 would enable the project to limit travel time effects on existing shuttle routes by eliminating additional route diversions. This Mitigation Measure would reduce Project transit impact impacts to less-than-significant under Existing Plus Project conditions and less than cumulatively considerable under Cumulative Plus Project conditions. 4.3 Hazards Impact TRANS-5: Development of the Project would not substantially increase hazards due to a geometric design feature or incompatible uses under Existing Plus Project and Cumulative Plus Project conditions. (Less than Significant) The Project design does not create any new or worsen any existing geometric design features that cause hazards. The Project provides two driveways off Gateway Boulevard (one is right-in right-out only, while the other is signalized and full access) but does not change the geometry of any of the adjacent roadways. 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 751 Gateway Boulevard Transportation Impact Analysis – Final September 18, 2020 29 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 does not include any uses that are incompatible with the surrounding land use or the existing roadway system. Therefore, the Project is expected not to result in a substantial increase to hazards, and the Project’s impacts to hazards are less- than-significant under Existing Plus Project conditions and less than cumulatively considerable under Cumulative Plus Project conditions. Mitigation Measures: None required 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 206 AM peak hour and 172 PM peak hour net new vehicle trips which are distributed to study intersections. Project-added vehicle trips represent approximately three 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 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. Application of Statewide Guidance for Project Analysis Home-based work VMT (HBW VMT) per employee was identified as the appropriate Project analysis metric. This metric follows OPR guidance for measuring office project VMT and helps compare the Project’s relative transportation efficiency to the regional average. OPR recommends using a regional geography for office projects. Neither the local city or county level geographic area is robust enough to capture the full length of most trips or evaluate the interaction of the Project in a regional setting. Accordingly, the nine-county Bay Area region was selected as the geographic boundary for the assessment. The nine-county Bay Area region will capture the full length of work trips and would be most consistent with OPR’s guidance. For office projects, OPR recommends using a tour-based VMT accounting method which is based on a chain of trips including multiple stops. The Metropolitan Transportation Commission (MTC) model is the sole tour-based travel demand model available for South San Francisco. However, the MTC model lacks the level of roadway network and land use detail that is necessary for this assessment. Instead, existing per capita VMT data, expressed as HBW VMT per employee, was extracted from similar existing land uses in the East of 101 area as a proxy for the Project to reasonably assess the Project VMT. The C/CAG bi-county travel demand model was used to obtain employee population data and total HBW VMT from the appropriate East of 101 transportation analysis zone (TAZ). Updates were made to the C/CAG Model to calibrate existing population and employment data in South San Francisco, consistent with the Shape SSF General Plan analysis. 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 the South San Francisco Caltrain and BART stations, and the South San Francisco Bay Ferry (WETA) terminal with the East of 101 employment area. 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. SamTrans buses do not serve the Project site nor the East of 101 employment area. 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 East of 101 Mobility 20/20 Plan The City of South San Francisco Mobility 20/20 Plan (2019) analyzed existing and future land use in the East of 101 Area, with the goal of providing a framework for multimodal improvements to the area’s transportation network. Its findings and recommendations will be incorporated into Shape SSF, the City’s 2040 General Plan Update. The plan envisions reducing vehicle miles traveled and drive-alone mode share while expanding throughput capacity along major corridors serving the area’s core employment areas. Key identified project opportunities include US-101 interchange improvements and secondary north-south arterial connections to Brisbane’s Sierra Point to the north and the San Francisco International Airport area to the south via a new causeway spanning San Bruno Channel. The bicycle and pedestrian network would be substantially upgraded with separated bikeways, expanded sidewalks, and new pedestrian crosswalks. Transit enhancements include transit-only lanes along the Oyster Point Boulevard corridor complimented by new or upgraded direct service connections between job centers and regional transit stations. 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. All projects are required to submit annual mode share surveys and FAR bonus project sponsors are required to submit triennial reports assessing project compliance with the required alternative mode share target. Where targets are not achieved, the report must include program modification recommendations and City officials may impose administrative penalties should subsequent triennial reports indicate mode share targets remain unachieved. As documented in Section 1, Project Description, while SSFMC Section 20.400 does not call out a specific alternate mode-share (AMS) requirement for the Gateway Specific Plan District, similar zoning districts, and General Plan requirements in the East of 101 area require an AMS of 35 – 40 percent for development of a Floor Area Ratio of 1.0 – 1.25, and this standard would be applied to the 751 Gateway project, consistent with the City’s requirements and policies to increase AMS and decrease 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. South San Francisco’s TDM ordinance is consistent with CCAG’s ordinance, so be adhering to the City’s ordinance, the Project would also be compliant with CCAG’s guidelines. Caltrain Business Plan Caltrain is developing a Business Plan to provide guidance for the rail corridor’s growth through year 2040. The Caltrain Business Plan includes both policy and technical recommendations and will help define how Caltrain service should grow and evolve in the near-term and long-term to best serve existing and future passengers. The Peninsula Corridor Joint Powers Board, Caltrain’s board of directors, adopted a 2040 service plan vision in October 2019 that calls for increasing peak commute service to a minimum of eight trains per direction per hour and increased off-peak and weekend service. Appendix C: 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 November 2019 while freeway counts were based on the Caltrans Performance Measurement System (PeMS) for the same time period. 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. • Cumulative No Project Conditions: Projected conditions in 2040 without the Project. • Cumulative Plus Project Conditions: Projected conditions in 2040 with the Project. While this analysis intends to be representative of existing conditions at the time of the Notice of Preparation, transportation conditions have continued to change while this analysis occurred. In particular, ongoing construction in the downtown area and along Oyster Point Boulevard and East Grand Avenue have temporarily disrupted traffic patterns. As some of these developments have been completed since traffic counts were taken in Novemebr 2019, peak hour traffic volumes may have changed. However, while these new developments are not fully captured in the existing conditions analysis, they are reflected in the cumulative analysis. 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. Gateway Boulevard / Gateway Business Park Driveway 2. Airport Boulevard / Grand Avenue 3. Gateway Boulevard / East Grand Avenue 4. Gateway Boulevard / Corporate Driveway 5. Dubuque Avenue / Oyster Point Boulevard 6. Gateway Boulevard / Oyster Point Boulevard 7. Airport Boulevard / Sister Cities Boulevard 8. Dubuque Avenue / US-101 Off-ramp Existing Conditions The existing conditions section include the existing no project and existing plus project scenarios. Figure C-1, Existing Traffic Volume, 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. Figure C-1Existing Traffic Volumes23 (68)188 (285)378 (212)142 (118)1,423 (357)35 (28)211 (521)328 (468)392 (180)139 (77)155 (879)74 (196)1. Airport Blvd./Sister Cities Blvd./Oyster Point Blvd.215 (490)55 (153)733 (173)501 (245)1,134 (209)558 (295)249 (986)153 (662)197 (808)2. 101 NB On Ramp/Dubuque Ave./Oyster Point Blvd.40 (63)109 (251)1 (3)889 (563)2 (2)74 (50)603 (981)150 (122)5 (2)0 (0)1 (2)3. Dubuque Ave./101 NB Off Ramp/101 SB On Ramp33 (59)333 (455)282 (120)186 (152)205 (50)82 (85)124 (102)391 (447)383 (108)59 (232)110 (233)192 (638)6. Airport Blvd./Grand Ave.42 (27)333 (572)3 (5)34 (130)0 (4)43 (61)95 (12)387 (197)18 (8)24 (12)0 (4)14 (8)7. Gateway Business Pkwy/Larkspur Landing Dwy18 (3)329 (887)5 (3)25 (203)0 (0)6 (20)45 (9)500 (151)18 (31)12 (27)0 (0)3 (4)8. Gateway/Coporate Dwy172 (768)92 (32)127 (49)319 (53)1,257 (266)291 (63)704 (120)319 (57)24 (431)16 (27)7 (8)20 (19)402 (1,255)46 (30)4. Future 101 NB Ramp/Gateway Blvd/Oyster Point Blvd.Sister Cities Blvd. Oyster Point Blvd.Airport Blvd.101 NB Off Ramp/101 SB On RampDubuque Ave.Grand Ave.Airport Blvd.Gateway Business PkwyLarkspur Landing DwyGatewayCoporate DwyGatewayOyster Point Blvd.Oyster Point Blvd.GatewayFuture 101 NB Ramp/Gateway Blvd42 (75)151 (122)304 (70)155 (100)1,247 (267)70 (76)88 (183)118 (289)192 (59)104 (177)295 (1,134)113 (351)5. Gateway Blvd./E. Grand Ave.E. Grand Ave.Gateway Blvd.Oyster Point Blvd.101 NB On RampDubuque Ave.acffacceaaccfaaceaacffaacefaacffaeabfcffd accfbeabcfaacf aceae aceaeacebf acedaabfacce ccf beacceaceacce aceacce#Study IntersectionLane ConfigurationacfPeak Hour Traffic VolumeAM (PM)STOPStop SignSignalizedLEGEND Vehicle Trip Generation, Distribution, Assignment and Level of Service 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 eight study intersections. Figure 3-3, Project Trip Assignment, presents vehicle trip assignment at the eight study intersections and Figure C-2, Existing Plus Project Traffic Volume, shows the sum of Project trips and existing traffic volume. Table C-3 presents level of service conditions for the study intersections. Table C-3 Peak Hour Intersection Levels of Service: Existing Conditions Scenarios Intersection Traffic Control Peak Hour Existing Conditions Existing Plus Project Average Delay LOS Average Delay LOS 1 Gateway Boulevard / Gateway Business Park Driveway Signal AM <10 A <10 A PM 12 B 12 B 2 Airport Boulevard / Grand Avenue Signal AM 36 D 36 D PM 45 D 45 D 3 Gateway Boulevard / East Grand Avenue Signal AM 48 D 49 D PM 45 D 45 D 4 Gateway Boulevard / Corporate Driveway Signal AM <10 A 10 B PM 21 C 26 C 5 Dubuque Avenue / Oyster Point Boulevard Signal AM 25 C 26 C PM 34 C 35 D 6 Gateway Boulevard / Oyster Point Boulevard Signal AM >80 F >80 F PM 53 D 55 D 7 Airport Boulevard / Sister Cities Boulevard Signal AM 48 D 49 D PM 42 D 42 D 8 Dubuque Avenue / US-101 Off-Ramp Signal AM 13 B 13 B PM 14 B 14 B 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. Intersections 2, 6, and 8 were analyzed based on HCM 2000. Signalized intersections, 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-2Existing Plus Project Traffic Volumes23 (68)188 (285)378 (212)142 (118)1,432 (360)35 (28)211 (521)328 (468)392 (180)139 (77)157 (883)74 (196)1. Airport Blvd./Sister Cities Blvd./Oyster Point Blvd.215 (490)55 (153)787 (190)501 (245)1,143 (212)558 (295)270 (1,028)155 (666)210 (833)2. 101 NB On Ramp/Dubuque Ave./Oyster Point Blvd.40 (63)114 (252)1 (3)938 (578)2 (2)74 (50)616 (1,006)150 (122)5 (2)0 (0)1 (2)3. Dubuque Ave./101 NB Off Ramp/101 SB On Ramp33 (59)333 (455)282 (120)186 (152)214 (53)82 (85)124 (102)391 (447)388 (109)63 (240)114 (241)198 (650)6. Airport Blvd./Grand Ave.42 (27)356 (579)3 (5)34 (130)0 (4)43 (61)95 (12)415 (253)18 (8)24 (12)0 (4)14 (8)7. Gateway Business Pkwy/Larkspur Landing Dwy41 (10)329 (887)5 (3)61 (274)0 (0)34 (76)155 (44)500 (151)18 (31)12 (27)0 (0)3 (4)8. Gateway/Coporate Dwy208 (839)92 (32)127 (49)319 (53)1,257 (266)354 (83)704 (120)366 (72)24 (431)16 (27)7 (8)20 (19)402 (1,255)46 (30)4. Future 101 NB Ramp/Gateway Blvd/Oyster Point BlvdSister Cities Blvd. Oyster Point Blvd.Airport Blvd.101 NB Off Ramp/101 SB On RampDubuque Ave.Grand Ave.Airport Blvd.Gateway Business PkwyLarkspur Landing DwyGatewayCoporate DwyGatewayOyster Point Blvd.Oyster Point Blvd.GatewayFuture 101 NB Ramp/Gateway Blvd42 (75)162 (125)304 (70)164 (103)1,247 (267)70 (76)102 (211)131 (314)192 (59)104 (177)295 (1,134)113 (351)5. Gateway Blvd./E. Grand Ave.E. Grand Ave.Gateway Blvd.Oyster Point Blvd.101 NB On RampDubuque Ave.acffacceaaccfaaceaacffaacefaacffaeabfcffd accfbeabcfaacf aceae aceaeacebf acedaabfacce ccf beacceaceacce aceacce#Study IntersectionLane ConfigurationacfPeak Hour Traffic VolumeAM (PM)STOPStop SignSignalizedLEGEND All intersections operate under LOS D or better during AM and PM peak hours in both scenarios except for intersection #6 Gateway Boulevard / Oyster Point Boulevard. Intersection #6, Gateway Boulevard / Oyster Point Boulevard operates at LOS F during the AM peak hour under existing and existing plus project conditions. Project traffic does not cause any intersection to operate at LOS E or F that was not already operating at these levels. Project trips assigned to the US-101 freeway mainline were compared to existing capacity figures and found to be less than one percent of capacity along all northbound and southbound freeway segments in the vicinity of the Project. Accordingly, a detailed freeway operations analysis was not performed. Freeway On-Ramp Queuing Table C-4 shows estimated 95th percentile PM peak hour queue lengths for two US-101 on ramps that are anticipated to receive the largest share of Project vehicle trips: the Northbound US-101 on-ramp at Oyster Point Boulevard, the Southbound US-101 on-ramp at Oyster Point Boulevard, and the Southbound US-101 on-ramp at Produce Avenue. This analysis determines if freeway on-ramp vehicle queue lengths exceed storage capacity and interfere with local streets upstream from the ramp. The weekday PM peak hour was analyzed since the East of 101’s employment uses result in imbalanced peak direction traffic flow in the outbound direction. Queue lengths exceed storage capacities at the US-101 northbound on-ramp at Oyster Point Boulevard in both the existing and existing plus project scenarios. Table C-4 PM Peak Hour US-101 On-Ramp 95th Percentile Queues: Existing Conditions US-101 Freeway On-Ramp Location Lanes Storage Length Existing Conditions Existing Plus Project Volume Queue Length Volume Queue Length 1 Oyster Point Boulevard (Northbound) 2 + 1 HOV 500 1,384 >500 1,426 >500 2 Oyster Point Boulevard (Southbound) 2 980 1,044 228 1,069 433 3 Produce Avenue 2 1500 1,806 196 1,843 214 Notes: Bold type indicates conditions where queue length exceeds storage capacity. Storage distance and queues in feet per lane. Source: Fehr & Peers, 2020 Cumulative Conditions The cumulative conditions section includes the cumulative no project and cumulative plus project scenarios. Figure C-3, Cumulative Traffic Volume, shows 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. Figure C- 4, Cumulative Plus Project Traffic Volume, shows the sum of Project trips and cumulative no project traffic volume during weekday AM and PM peak hours. Table C-5 presents level of service at the eight study intersections. Table C.5 Peak Hour Intersection Levels of Service: Cumulative Conditions Scenarios Intersection Traffic Control Peak Hour Cumulative Conditions Cumulative Plus Project Average Delay LOS Average Delay LOS 1 Gateway Boulevard / Gateway Business Park Driveway Signal AM 13 B 13 B PM 19 B 19 B 2 Airport Boulevard / Grand Avenue Signal AM >80 F >80 F PM >80 F >80 F 3 Gateway Boulevard / East Grand Avenue Signal AM >80 F >80 F PM >80 F >80 F 4 Gateway Boulevard / Corporate Driveway Signal AM <10 A 12 B PM 26 C 43 D 5 Dubuque Avenue / Oyster Point Boulevard Signal AM >80 F >80 F PM >80 F >80 F 6 Gateway Boulevard / Oyster Point Boulevard Signal AM >80 F >80 F PM >80 F >80 F 7 Airport Boulevard / Sister Cities Boulevard Signal AM 78 E 79 E PM 65 E 65 E 8 Dubuque Avenue / US-101 Off-Ramp Signal AM 13 B 13 B PM 20 C 20 C Notes: Bold indicates LOS E or F. Delay reported as seconds per vehicle. LOS is based on the methodology in the Highway Capacity Manual 6th Edition. Intersections 2, 6, and 8 were analyzed based on HCM 2000. Signalized intersections, 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-3 Cumulative Traffic Volumes40 (63)109 (251)3 (3)1,315 (668)2 (2)74 (75)942 (1,953)152 (130)5 (3)0 (0)1 (2)3. Dubuque Ave./101 NB Off Ramp/101 SB On Ramp115 (577)156 (157)738 (416)163 (162)2,325 (808)287 (191)110 (771)168 (351)265 (124)104 (490)546 (1,992)531 (762)5. Gateway Blvd./E. Grand Ave.35 (64)434 (482)469 (166)186 (160)292 (191)119 (85)124 (138)556 (447)1,478 (656)146 (744)191 (488)430 (1,403)6. Airport Blvd./Grand Ave.18 (3)675 (1,455)5 (3)25 (203)0 (0)6 (20)45 (9)1,419 (501)52 (104)25 (45)0 (0)3 (4)8. Gateway/Coporate Dwy23 (68)205 (285)585 (369)142 (118)1,716 (402)38 (40)211328 817 162 (350)179 (1,063)105 (273)1. Airport Blvd./Sister Cities Blvd./Oyster Point Blvd.748 220 4522. 101 NB On Ramp/Dubuque Ave./Oyster Point Blvd.496 (1,652)92 (32)127 (80)322 (53)2,016 (757)776 (244)36 (431)16 (27)10 (8)21 (19)887 (3,174)48 (152)4. Future 101 NB Ramp/Gateway Blvd/Oyster Point Blvd.101 NB Off Ramp/101 SB On RampDubuque Ave.Grand Ave.Airport Blvd.Coporate DwyGatewaySister Cities Blvd. Oyster Point Blvd.Airport Blvd.Oyster Point Blvd.101 NB On RampDubuque Ave.Oyster Point Blvd.Oyster Point Blvd.GatewayFuture 101 NB Ramp/Gateway Blvd42 (27)571 (1,162)3 (5)60 (265)0 (4)43 (61)271 (29)1,077 (420)52 (20)44 (27)0 (4)14 (8)7. Gateway Business Pkwy/Larkspur Landing DwyGateway Business PkwyLarkspur Landing DwyGatewayE. Grand Ave.Gateway Blvd.aeaaecffd acfacccf accfaacceaccfaeaaccfaacf acebf acedacffacceaaacfaaceaaccff aabfacce beacceaceae aceae#Study IntersectionLane ConfigurationacfPeak Hour Traffic VolumeAM (PM)STOPStop SignSignalizedLEGEND1,813 (444)654 (176)ccf aaccf(521)(636)(616)226 (541)64 (166)1,139 (215)aacff501 (253)1,975 (839)642 (295)aacef PM Dynamic Configurationacf(2,326)(1,145)(1,788)aaceff Figure C-4Cumulative Plus Project Traffic Volumes40 (63)114 (252)3 (3)1,364 (683)2 (2)74 (75)955 (1,978)152 (130)5 (3)0 (0)1 (2)3. Dubuque Ave./101 NB Off Ramp/101 SB On Ramp115 (577)167 (160)738 (416)172 (165)2,325 (808)287 (191)112 (795)181 (376)265 (124)104 (490)546 (1,992)531 (762)5. Gateway Blvd./E. Grand Ave.35 (64)434 (482)469 (166)186 (160)297 (193)119 (85)124 (138)556 (447)1,483 (656)154 (747)199 (491)445 (1,404)6. Airport Blvd./Grand Ave.41 (10)675 (1,455)5 (3)61 (274)0 (0)34 (76)155 (44)1,419 (501)52 (104)25 (45)0 (0)3 (4)8. Gateway/Coporate Dwy23 (68)205 (285)585 (369)142 (118)1,725 (405)38 (40)211328817162 (350)181 (1,065)106 (273)1. Airport Blvd./Sister Cities Blvd./Oyster Point Blvd.227 (541)64 (167)1,192 (230)501 (253)1,984 (842)642 (295)769 222 465 2. 101 NB On Ramp/Dubuque Ave./Oyster Point Blvd.532 (1,721)92 (32)127 (80)321 (53)2,016 (757)839 (262)36 (431)16 (27)10 (8)21 (19)887 (3,174)48 (152)4. Future 101 NB Ramp/Gateway Blvd./Oyster Point Blvd.101 NB Off Ramp/101 SB On RampDubuque Ave.Grand Ave.Airport Blvd.Coporate DwyGatewaySister Cities Blvd. Oyster Point Blvd.Airport Blvd.Oyster Point Blvd.101 NB On RampDubuque Ave.Oyster Point Blvd.Oyster Point Blvd.GatewayFuture 101 NB Ramp/Gateway Blvd42 (27)594 (1,169)3 (5)60 (265)0 (4)43 (61)271 (29)1,105 (476)52 (20)44 (27)0 (4)14 (8)7. Gateway Business Pkwy/Larkspur Landing DwyGateway Business PkwyLarkspur Landing DwyGatewayE. Grand Ave.Gateway Blvd.aeaaecffd acfacccf accfaacceaccfaeaaccfaacf acebf acedacffacceaaacfaaceaacff aabfacce beacceaceae aceae#Study IntersectionLane ConfigurationacfPeak Hour Traffic VolumeAM (PM)STOPStop SignSignalizedLEGEND(521)(636)(616)aaccfaacef 1,813 (444)701 (191)ccf PM Dynamic Configurationacfaaccffaaceff(2,368)(1,147)(1,813) Freeway On-Ramp Queuing Table C-6 shows estimated 95th percentile PM peak hour queue lengths for two US-101 on ramps that are anticipated to receive the largest share of Project vehicle trips: the Northbound US-101 on-ramp at Oyster Point Boulevard, the Southbound US-101 on-ramp at Oyster Point Boulevard, and the Southbound US-101 on-ramp at Produce Avenue. As described in the existing conditions section, the PM peak hour is the peak direction of outbound travel for the East of 101 area and is therefore the focus of the analysis. At the US- 101 northbound on-ramp at Oyster Point Boulevard, queue lengths exceed storage capacity under cumulative no project and cumulative plus project scenarios. Table C-6 PM Peak Hour US-101 On-Ramp 95th Percentile Queues: Cumulative Conditions US-101 Northbound Freeway On-Ramp Location Lanes Storage Length Cumulative Conditions Cumulative Plus Project Volume Queue Length Volume Queue Length 1 Oyster Point Boulevard (Northbound) 2 + 1 HOV 500 2,745 >500 2,788 >500 2 Oyster Point Boulevard (Southbound) 2 980 2,016 949 2,041 952 3 Produce Avenue 2 1500 3,254 856 3,291 980 Notes: Bold type indicates conditions where queue length exceeds storage capacity. Storage distance and queues in feet per lane. Source: Fehr & Peers, 2020 Appendix D: Synchro Reports HCM 6th AWSC 35: Allerton Ave. & Forbes Blvd.01/23/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 1 Intersection Intersection Delay, s/veh 12.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 324 114 194 76 1 57 16 135 0 2 0 Future Vol, veh/h 5 324 114 194 76 1 57 16 135 0 2 0 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 Heavy Vehicles, % 4 4 4 10 10 10 16 16 16 50 50 50 Mvmt Flow 5 345 121 206 81 1 61 17 144 0 2 0 Number of Lanes 011110011010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 1 2 2 HCM Control Delay 13.5 12 10.8 10.9 HCM LOS B B B B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 78% 0% 2% 0% 100% 0% 0% Vol Thru, % 22% 0% 98% 0% 0% 99% 100% Vol Right, % 0% 100% 0% 100% 0% 1% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 73 135 329 114 194 77 2 LT Vol 57 0 5 0 194 0 0 Through Vol 16 0 324 0 0 76 2 RT Vol 0 135 0 114 0 1 0 Lane Flow Rate 78 144 350 121 206 82 2 Geometry Grp 7777776 Degree of Util (X) 0.154 0.24 0.553 0.167 0.37 0.135 0.005 Departure Headway (Hd) 7.119 6.015 5.686 4.971 6.456 5.941 7.802 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 505 597 637 723 557 605 459 Service Time 4.853 3.748 3.412 2.697 4.186 3.67 5.849 HCM Lane V/C Ratio 0.154 0.241 0.549 0.167 0.37 0.136 0.004 HCM Control Delay 11.2 10.6 15.2 8.7 12.9 9.6 10.9 HCM Lane LOS B B C ABAB HCM 95th-tile Q 0.5 0.9 3.4 0.6 1.7 0.5 0 HCM 6th Signalized Intersection Summary 1: Gateway & Gatewa Business Pkwy/Larkspur Landing Dwy 01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM 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) 34 0 43 14 0 24 42 333 3 18 387 95 Future Volume (veh/h) 34 0 43 14 0 24 42 333 3 18 387 95 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.96 0.95 0.96 0.95 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1781 1781 1781 1796 1796 1796 1767 1767 1767 Adj Flow Rate, veh/h 35 0 5 14 0 2 43 343 3 19 399 83 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %555888777999 Cap, veh/h 261 0 186 254 0 182 108 2274 20 59 1726 355 Arrive On Green 0.13 0.00 0.13 0.13 0.00 0.13 0.06 0.66 0.66 0.03 0.63 0.63 Sat Flow, veh/h 1319 0 1477 1284 0 1441 1711 3465 30 1682 2748 565 Grp Volume(v), veh/h 35 0 5 14 0 2 43 169 177 19 242 240 Grp Sat Flow(s),veh/h/ln 1319 0 1477 1284 0 1441 1711 1706 1789 1682 1678 1635 Q Serve(g_s), s 1.8 0.0 0.2 0.7 0.0 0.1 1.8 2.8 2.8 0.8 4.7 4.8 Cycle Q Clear(g_c), s 1.9 0.0 0.2 0.9 0.0 0.1 1.8 2.8 2.8 0.8 4.7 4.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.02 1.00 0.35 Lane Grp Cap(c), veh/h 261 0 186 254 0 182 108 1120 1174 59 1054 1027 V/C Ratio(X) 0.13 0.00 0.03 0.06 0.00 0.01 0.40 0.15 0.15 0.32 0.23 0.23 Avail Cap(c_a), veh/h 620 0 589 604 0 575 237 1120 1174 233 1054 1027 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 Uniform Delay (d), s/veh 29.5 0.0 28.7 29.1 0.0 28.7 33.8 4.9 4.9 35.3 6.1 6.1 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.0 0.0 0.0 0.9 0.3 0.3 1.2 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.1 0.2 0.0 0.0 0.8 0.9 0.9 0.3 1.5 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.6 0.0 28.8 29.2 0.0 28.7 34.6 5.2 5.2 36.5 6.6 6.6 LnGrp LOS C A C C A C C A A D A A Approach Vol, veh/h 40 16 389 501 Approach Delay, s/veh 29.5 29.1 8.4 7.7 Approach LOS C C A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.6 54.3 14.1 8.7 52.2 14.1 Change Period (Y+Rc), s 4.0 5.1 4.6 4.0 5.1 4.6 Max Green Setting (Gmax), s 10.4 21.0 29.9 10.4 21.0 29.9 Max Q Clear Time (g_c+I1), s 2.8 4.8 3.9 3.8 6.8 2.9 Green Ext Time (p_c), s 0.0 1.2 0.0 0.0 1.7 0.0 Intersection Summary HCM 6th Ctrl Delay 9.3 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave.01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 833 54 12 413 131 639 Future Volume (veh/h) 833 54 12 413 131 639 Initial Q (Qb), veh 45 0 0 0 10 51 Ped-Bike Adj(A_pbT) 0.96 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1841 1841 1707 1707 1811 1811 Adj Flow Rate, veh/h 905 52 13 449 142 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 4 4 13 13 6 6 Cap, veh/h 3602 195 30 3719 214 Arrive On Green 0.51 0.51 0.02 0.82 0.10 0.00 Sat Flow, veh/h 5014 278 1626 4815 1725 2701 Grp Volume(v), veh/h 625 332 13 449 142 0 Grp Sat Flow(s),veh/h/ln 1675 1776 1626 1554 1725 1351 Q Serve(g_s), s 10.5 10.5 0.8 2.0 8.0 0.0 Cycle Q Clear(g_c), s 10.5 10.5 0.8 2.0 8.0 0.0 Prop In Lane 0.16 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2479 1320 30 3719 214 V/C Ratio(X) 0.25 0.25 0.44 0.12 0.66 Avail Cap(c_a), veh/h 2542 1347 130 3808 517 HCM Platoon Ratio 0.67 0.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.99 0.99 1.00 0.00 Uniform Delay (d), s/veh 10.7 10.5 48.6 2.4 42.9 0.0 Incr Delay (d2), s/veh 0.2 0.4 3.7 0.1 3.5 0.0 Initial Q Delay(d3),s/veh 1.4 1.2 0.0 0.0 46.7 0.0 %ile BackOfQ(50%),veh/ln 6.3 6.6 0.4 0.5 7.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.3 12.2 52.3 2.5 93.1 0.0 LnGrp LOS B B D A F Approach Vol, veh/h 957 462 142 A Approach Delay, s/veh 12.3 3.9 93.1 Approach LOS B A F Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 5.8 79.9 85.7 14.3 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 50.0 62.0 30.0 Max Q Clear Time (g_c+I1), s 2.8 12.5 4.0 10.0 Green Ext Time (p_c), s 0.0 4.5 2.2 0.5 Intersection Summary HCM 6th Ctrl Delay 17.2 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave.01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 155 1247 70 113 295 104 42 151 304 192 118 88 Future Volume (veh/h) 155 1247 70 113 295 104 42 151 304 192 118 88 Initial Q (Qb), veh 500000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 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 1841 969 1841 1633 1633 1633 1752 1752 1752 1767 1767 1767 Adj Flow Rate, veh/h 163 1313 71 119 311 76 44 159 0 202 124 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, % 4 4 4 18 18 18 10 10 10 9 9 9 Cap, veh/h 202 1479 80 138 1981 461 131 273 225 461 Arrive On Green 0.11 0.58 0.58 0.09 0.56 0.56 0.08 0.08 0.00 0.13 0.14 0.00 Sat Flow, veh/h 1753 2564 139 1555 3597 838 1668 3416 0 1682 3445 0 Grp Volume(v), veh/h 163 903 481 119 254 133 44 159 0 202 124 0 Grp Sat Flow(s),veh/h/ln 1753 882 939 1555 1486 1462 1668 1664 0 1682 1678 0 Q Serve(g_s), s 13.7 66.6 66.6 11.3 6.2 6.6 3.7 6.9 0.0 17.7 5.0 0.0 Cycle Q Clear(g_c), s 13.7 66.6 66.6 11.3 6.2 6.6 3.7 6.9 0.0 17.7 5.0 0.0 Prop In Lane 1.00 0.15 1.00 0.57 1.00 0.00 1.00 0.00 Lane Grp Cap(c), veh/h 202 1018 542 138 1637 805 131 273 225 461 V/C Ratio(X) 0.81 0.89 0.89 0.86 0.16 0.16 0.34 0.58 0.90 0.27 Avail Cap(c_a), veh/h 270 1018 542 170 1663 818 157 710 371 1141 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.85 0.85 0.85 0.96 0.96 0.96 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 65.6 27.5 27.5 67.5 16.6 16.7 65.4 66.4 0.0 64.0 58.0 0.0 Incr Delay (d2), s/veh 7.9 9.9 16.7 25.2 0.2 0.4 0.6 0.7 0.0 9.4 0.1 0.0 Initial Q Delay(d3),s/veh 23.1 0.0 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 8.7 15.0 17.1 5.5 2.2 2.4 1.6 3.0 0.0 8.2 2.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 96.6 37.4 44.2 92.6 16.8 17.1 66.0 67.1 0.0 73.4 58.1 0.0 LnGrp LOS F D D F BBEE EE Approach Vol, veh/h 1547 506 203 A 326 A Approach Delay, s/veh 45.8 34.7 66.9 67.5 Approach LOS D C E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.3 91.5 15.8 25.5 19.9 88.8 24.1 17.2 Change Period (Y+Rc), s 4.0 4.9 4.0 * 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 16.4 50.7 14.1 * 51 23.1 44.0 33.1 32.0 Max Q Clear Time (g_c+I1), s 13.3 68.6 5.7 7.0 15.7 8.6 19.7 8.9 Green Ext Time (p_c), s 0.1 0.0 0.0 0.5 0.2 1.7 0.3 0.6 Intersection Summary HCM 6th Ctrl Delay 48.0 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 6: Harbor Wy./Forbes Blvd. & E. Grand Ave.01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 378 1225 140 34 337 17 79 114 173 104 84 96 Future Volume (veh/h) 378 1225 140 34 337 17 79 114 173 104 84 96 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.89 1.00 0.98 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1811 1811 1811 1618 1618 1618 1752 1752 1752 1663 1663 1663 Adj Flow Rate, veh/h 394 1276 146 35 351 16 82 119 14 108 88 17 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 6 6 6 19 19 19 10 10 10 16 16 16 Cap, veh/h 1510 1867 213 110 643 29 148 156 129 182 192 156 Arrive On Green 0.45 0.60 0.60 0.07 0.22 0.22 0.09 0.09 0.09 0.12 0.12 0.12 Sat Flow, veh/h 3346 3104 353 1541 2977 135 1668 1752 1448 1584 1663 1350 Grp Volume(v), veh/h 394 705 717 35 180 187 82 119 14 108 88 17 Grp Sat Flow(s),veh/h/ln 1673 1721 1737 1541 1537 1575 1668 1752 1448 1584 1663 1350 Q Serve(g_s), s 11.0 41.4 42.1 3.2 15.6 15.8 7.1 10.0 1.3 9.7 7.4 1.7 Cycle Q Clear(g_c), s 11.0 41.4 42.1 3.2 15.6 15.8 7.1 10.0 1.3 9.7 7.4 1.7 Prop In Lane 1.00 0.20 1.00 0.09 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1510 1035 1045 110 332 340 148 156 129 182 192 156 V/C Ratio(X) 0.26 0.68 0.69 0.32 0.54 0.55 0.55 0.76 0.11 0.59 0.46 0.11 Avail Cap(c_a), veh/h 1510 1035 1045 144 332 340 301 316 262 433 455 369 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.6 20.2 20.3 66.1 52.2 52.3 65.5 66.8 62.9 63.0 62.0 59.5 Incr Delay (d2), s/veh 0.0 0.3 0.3 0.6 6.3 6.2 1.2 2.9 0.1 1.1 0.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 16.2 16.6 1.3 6.7 6.9 3.1 4.6 0.5 4.0 3.2 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.6 20.5 20.6 66.7 58.5 58.5 66.7 69.7 63.0 64.2 62.6 59.6 LnGrp LOS C C C EEEEEEEEE Approach Vol, veh/h 1816 402 215 213 Approach Delay, s/veh 21.7 59.2 68.1 63.2 Approach LOS C E E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 72.6 37.3 22.2 14.7 95.1 17.9 Change Period (Y+Rc), s 4.9 * 4.9 4.9 4.0 4.9 4.6 Max Green Setting (Gmax), s 31.1 * 32 41.0 14.0 50.0 27.1 Max Q Clear Time (g_c+I1), s 13.0 17.8 11.7 5.2 44.1 12.0 Green Ext Time (p_c), s 1.7 1.2 0.6 0.0 4.1 0.5 Intersection Summary HCM 6th Ctrl Delay 34.5 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 9: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 7 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 103 338 116 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 1482 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 103 338 116 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 6.5 20.4 8.1 2.1 0.0 12.2 6.9 9.7 0.0 1.4 7.7 0.9 Cycle Q Clear(g_c), s 6.5 20.4 8.1 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 1482 164 172 139 V/C Ratio(X) 0.46 0.83 0.34 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 1535 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 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.3 47.9 40.7 47.7 0.0 43.1 19.1 19.9 0.0 42.8 45.6 42.6 Incr Delay (d2), s/veh 0.6 10.9 0.4 1.0 0.0 3.1 0.4 0.6 0.0 0.2 2.2 0.1 Initial Q Delay(d3),s/veh 0.0 42.8 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 2.8 17.0 3.0 0.8 0.0 4.8 2.8 4.0 0.0 0.6 3.3 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.9 101.5 41.1 48.7 0.0 46.2 19.5 20.5 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 557 217 845 A 162 Approach Delay, s/veh 78.8 46.6 20.0 46.7 Approach LOS E D C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.0 27.8 51.4 17.4 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 9.7 Green Ext Time (p_c), s 0.0 0.7 2.8 0.0 0.4 0.4 Intersection Summary HCM 6th Ctrl Delay 44.1 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 10: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 8 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 15: Gateway & Coporate Dwy 01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 25 0630121832951850045 Future Volume (veh/h) 25 0630121832951850045 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.95 1.00 0.95 1.00 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1752 1752 1752 1500 1500 1500 1707 1707 1707 1796 1796 1796 Adj Flow Rate, veh/h 27 003001935451953845 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, % 10 10 10 27 27 27 13 13 13 7 7 7 Cap, veh/h 264 0 194 245 0 0 28 2230 31 30 2165 181 Arrive On Green 0.13 0.00 0.00 0.13 0.00 0.00 0.02 0.68 0.68 0.02 0.68 0.68 Sat Flow, veh/h 1266 0 1485 1123 0 0 1626 3273 46 1711 3178 265 Grp Volume(v), veh/h 27 003001917518419288295 Grp Sat Flow(s),veh/h/ln 1266 0 1485 1123 0 0 1626 1622 1697 1711 1706 1736 Q Serve(g_s), s 1.2 0.0 0.0 0.0 0.0 0.0 0.9 2.8 2.8 0.8 4.8 4.8 Cycle Q Clear(g_c), s 1.4 0.0 0.0 0.1 0.0 0.0 0.9 2.8 2.8 0.8 4.8 4.8 Prop In Lane 1.00 1.00 1.00 0.00 1.00 0.03 1.00 0.15 Lane Grp Cap(c), veh/h 264 0 194 245 0 0 28 1105 1156 30 1163 1183 V/C Ratio(X) 0.10 0.00 0.00 0.01 0.00 0.00 0.67 0.16 0.16 0.63 0.25 0.25 Avail Cap(c_a), veh/h 511 0 486 458 0 0 532 1105 1156 559 1163 1183 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.3 0.0 0.0 27.8 0.0 0.0 35.8 4.2 4.2 35.8 4.5 4.5 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.0 0.0 0.0 9.6 0.3 0.3 8.0 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 0.0 0.0 0.0 0.4 0.8 0.8 0.4 1.4 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.4 0.0 0.0 27.8 0.0 0.0 45.4 4.5 4.5 43.8 5.0 5.0 LnGrp LOS C A A C A A D A A D A A Approach Vol, veh/h 27 3 378 602 Approach Delay, s/veh 28.4 27.8 6.5 6.2 Approach LOS C C A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.3 54.5 13.6 5.3 54.5 13.6 Change Period (Y+Rc), s 4.0 4.5 4.0 4.0 4.5 4.0 Max Green Setting (Gmax), s 24.0 30.0 24.0 24.0 50.0 24.0 Max Q Clear Time (g_c+I1), s 2.8 4.8 3.4 2.9 6.8 2.1 Green Ext Time (p_c), s 0.0 1.4 0.0 0.0 2.5 0.0 Intersection Summary HCM 6th Ctrl Delay 7.0 HCM 6th LOS A HCM 6th Signalized Intersection Summary 16: Dubuque Ave./101 NB On Ramp & Oyster Point Blvd.01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 501 1134 558 197 153 249 215 55 733 0 0 0 Future Volume (veh/h) 501 1134 558 197 153 249 215 55 733 0 0 0 Initial Q (Qb), veh 16 8 16 0000010 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1648 1648 1648 1856 1856 1856 Adj Flow Rate, veh/h 516 1169 287 203 158 89 222 57 756 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 17 17 17 3 3 3 Cap, veh/h 723 1687 694 294 564 841 991 536 1067 Arrive On Green 0.19 0.45 0.45 0.10 0.36 0.36 0.29 0.29 0.29 Sat Flow, veh/h 3563 3741 1542 3045 1648 2458 3428 1856 2768 Grp Volume(v), veh/h 516 1169 287 203 158 89 222 57 756 Grp Sat Flow(s),veh/h/ln 1781 1870 1542 1522 1648 1229 1714 1856 1384 Q Serve(g_s), s 10.4 18.8 9.5 4.9 5.1 1.8 3.7 1.7 17.5 Cycle Q Clear(g_c), s 10.4 18.8 9.5 4.9 5.1 1.8 3.7 1.7 17.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 723 1687 694 294 564 841 991 536 1067 V/C Ratio(X) 0.71 0.69 0.41 0.69 0.28 0.11 0.22 0.11 0.71 Avail Cap(c_a), veh/h 1371 1886 777 1091 831 1239 1228 665 1259 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.9 17.0 15.5 33.4 18.5 17.4 20.6 19.9 20.3 Incr Delay (d2), s/veh 1.0 1.1 0.6 1.1 0.4 0.1 0.0 0.0 1.1 Initial Q Delay(d3),s/veh 12.3 0.5 6.5 0.0 0.0 0.0 0.0 0.0 2.2 %ile BackOfQ(50%),veh/ln 6.4 8.4 6.1 1.8 2.0 0.5 1.5 0.7 11.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.2 18.6 22.6 34.5 18.9 17.5 20.7 19.9 23.6 LnGrp LOS D B C C B B C B C Approach Vol, veh/h 1972 450 1035 Approach Delay, s/veh 25.4 25.7 22.8 Approach LOS C C C Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 10.8 39.0 25.6 17.7 32.1 Change Period (Y+Rc), s 3.5 5.0 4.0 3.5 5.0 Max Green Setting (Gmax), s 27.0 38.0 27.0 29.0 38.0 Max Q Clear Time (g_c+I1), s 6.9 20.8 19.5 12.4 7.1 Green Ext Time (p_c), s 0.5 13.2 2.1 1.9 2.6 Intersection Summary HCM 6th Ctrl Delay 24.6 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 6th Signalized Intersection Summary 22: Veterans Blvd & Oyster Point Blvd.01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 386 1615 94 4 317 25 59 4 6 36 2 92 Future Volume (veh/h) 386 1615 94 4 317 25 59 4 6 36 2 92 Initial Q (Qb), veh 0 32 0 0 26 0000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 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 1856 1856 1856 1574 1574 1574 1366 1366 1366 1678 1678 1678 Adj Flow Rate, veh/h 420 1755 100 4 345 24 64 4 0 39 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 22 22 22 36 36 36 15 15 15 Cap, veh/h 494 2333 117 9 1558 100 156 163 0 59 3 97 Arrive On Green 0.14 0.68 0.68 0.01 0.55 0.55 0.12 0.12 0.00 0.04 0.04 0.00 Sat Flow, veh/h 3428 3384 191 1499 2835 196 1301 1366 0 1523 78 2502 Grp Volume(v), veh/h 420 906 949 4 181 188 64 4 0 41 0 0 Grp Sat Flow(s),veh/h/ln 1714 1763 1812 1499 1495 1535 1301 1366 0 1602 0 1251 Q Serve(g_s), s 13.1 36.7 38.2 0.3 6.9 7.0 5.0 0.3 0.0 2.8 0.0 0.0 Cycle Q Clear(g_c), s 13.1 36.7 38.2 0.3 6.9 7.0 5.0 0.3 0.0 2.8 0.0 0.0 Prop In Lane 1.00 0.11 1.00 0.13 1.00 0.00 0.95 1.00 Lane Grp Cap(c), veh/h 494 1206 1243 9 817 840 156 163 0 62 0 97 V/C Ratio(X) 0.85 0.75 0.76 0.43 0.22 0.22 0.41 0.02 0.00 0.66 0.00 0.00 Avail Cap(c_a), veh/h 686 1206 1240 123 817 839 367 385 0 160 0 250 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 45.9 12.6 12.7 54.5 13.9 13.8 44.8 42.8 0.0 52.1 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.4 0.4 10.9 0.6 0.6 0.6 0.0 0.0 4.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 5.1 5.0 0.0 2.3 2.2 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.5 16.8 17.7 0.1 4.3 4.4 1.7 0.1 0.0 1.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.4 18.1 18.2 65.4 16.8 16.7 45.5 42.8 0.0 56.4 0.0 0.0 LnGrp LOS D BBEBBDDAEAA Approach Vol, veh/h 2275 373 68 41 Approach Delay, s/veh 23.4 17.3 45.3 56.4 Approach LOS C B D E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 19.9 64.7 17.2 4.7 79.9 8.3 Change Period (Y+Rc), s 4.0 4.6 4.0 4.0 4.6 4.0 Max Green Setting (Gmax), s 22.0 29.4 31.0 9.0 42.4 11.0 Max Q Clear Time (g_c+I1), s 15.1 9.0 7.0 2.3 40.2 4.8 Green Ext Time (p_c), s 0.7 1.9 0.1 0.0 1.7 0.0 Intersection Summary HCM 6th Ctrl Delay 23.6 HCM 6th LOS C HCM 6th Signalized Intersection Summary 23: Airport Blvd. & Sister Cities Blvd./Oyster Point Blvd.01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 142 1423 35 74 155 139 23 188 378 392 328 211 Future Volume (veh/h) 142 1423 35 74 155 139 23 188 378 392 328 211 Initial Q (Qb), veh 0 50 0000001224240 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1826 1826 1826 1870 1870 1870 1826 1826 1826 Adj Flow Rate, veh/h 149 1498 34 78 163 47 24 198 398 413 345 47 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, %111555222555 Cap, veh/h 186 1895 28 325 984 275 83 272 687 549 848 387 Arrive On Green 0.10 0.36 0.36 0.12 0.39 0.39 0.05 0.14 0.14 0.15 0.24 0.24 Sat Flow, veh/h 1795 5174 117 3374 2677 749 1781 1870 2790 3374 3469 1501 Grp Volume(v), veh/h 149 993 539 78 104 106 24 198 398 413 345 47 Grp Sat Flow(s),veh/h/ln 1795 1716 1861 1687 1735 1691 1781 1870 1395 1687 1735 1501 Q Serve(g_s), s 6.5 20.8 20.8 1.7 3.1 3.3 1.0 8.2 2.6 9.5 6.7 2.0 Cycle Q Clear(g_c), s 6.5 20.8 20.8 1.7 3.1 3.3 1.0 8.2 2.6 9.5 6.7 2.0 Prop In Lane 1.00 0.06 1.00 0.44 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 186 1244 678 325 638 622 83 272 687 549 848 387 V/C Ratio(X) 0.80 0.80 0.80 0.24 0.16 0.17 0.29 0.73 0.58 0.75 0.41 0.12 Avail Cap(c_a), veh/h 292 1244 675 394 673 656 200 304 779 590 821 355 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.0 24.3 24.1 33.5 17.0 17.1 36.9 32.7 11.6 33.0 26.2 22.8 Incr Delay (d2), s/veh 3.7 5.4 9.4 0.1 0.5 0.6 0.7 6.0 0.4 4.3 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 25.7 21.3 0.0 0.0 0.0 0.0 0.0 5.2 55.8 9.7 0.0 %ile BackOfQ(50%),veh/ln 3.0 15.1 16.1 0.7 1.3 1.3 0.5 3.9 2.4 9.2 4.7 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.8 55.4 54.7 33.6 17.6 17.7 37.6 38.7 17.2 93.1 36.1 22.9 LnGrp LOS D E D C B B D D B F D C Approach Vol, veh/h 1681 288 620 805 Approach Delay, s/veh 53.7 22.0 24.9 64.6 Approach LOS D C C E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.7 23.9 12.3 36.1 15.8 15.8 14.3 34.0 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 4.0 5.0 5.0 * 5 Max Green Setting (Gmax), s 9.0 18.0 13.0 22.0 14.0 13.0 6.0 * 29 Max Q Clear Time (g_c+I1), s 3.0 8.7 8.5 5.3 11.5 10.2 3.7 22.8 Green Ext Time (p_c), s 0.0 1.0 0.1 0.6 0.3 0.6 0.0 3.8 Intersection Summary HCM 6th Ctrl Delay 48.3 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. HCM 6th Signalized Intersection Summary 39: Dubuque Ave. & 101 NB Off Ramp/101 SB On Ramp 01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 889 2 74 1 0 5 40 109 1 2 150 603 Future Volume (veh/h) 889 2 74 1 0 5 40 109 1 2 150 603 Initial Q (Qb), veh 24 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 0.99 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 1856 1856 1856 1411 1411 1411 1781 1781 1781 1767 1767 1767 Adj Flow Rate, veh/h 967 0 40 1 0 0 43 118 0 2 163 465 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 33 33 33 888999 Cap, veh/h 1375 0 612 3 0 0 65 656 0 94 447 1695 Arrive On Green 0.37 0.00 0.37 0.00 0.00 0.00 0.04 0.38 0.00 0.26 0.26 0.26 Sat Flow, veh/h 3534 0 1572 1344 0 0 1697 1781 0 5 1759 2635 Grp Volume(v), veh/h 967 0 40 1 0 0 43 118 0 165 0 465 Grp Sat Flow(s),veh/h/ln 1767 0 1572 1344 0 0 1697 1781 0 1764 0 1317 Q Serve(g_s), s 9.0 0.0 0.6 0.0 0.0 0.0 1.0 1.7 0.0 0.0 0.0 3.0 Cycle Q Clear(g_c), s 9.0 0.0 0.6 0.0 0.0 0.0 1.0 1.7 0.0 2.9 0.0 3.0 Prop In Lane 1.00 1.00 1.00 0.00 1.00 0.00 0.01 1.00 Lane Grp Cap(c), veh/h 1375 0 612 3 0 0 65 656 0 541 0 1695 V/C Ratio(X) 0.70 0.00 0.07 0.29 0.00 0.00 0.67 0.18 0.00 0.30 0.00 0.27 Avail Cap(c_a), veh/h 2776 0 1235 704 0 0 889 2706 0 1707 0 3393 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 10.6 0.0 7.5 19.8 0.0 0.0 18.9 8.6 0.0 12.3 0.0 3.0 Incr Delay (d2), s/veh 0.2 0.0 0.0 41.7 0.0 0.0 11.2 0.1 0.0 0.3 0.0 0.1 Initial Q Delay(d3),s/veh 7.4 0.0 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 0.0 0.2 0.0 0.0 0.0 0.5 0.5 0.0 1.0 0.0 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.2 0.0 7.6 61.5 0.0 0.0 30.1 8.7 0.0 12.6 0.0 3.1 LnGrp LOS BAAEAACAABAA Approach Vol, veh/h 1007 1 161 630 Approach Delay, s/veh 17.8 61.5 14.4 5.6 Approach LOS BEBA Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 4.5 13.5 3.0 18.0 17.2 Change Period (Y+Rc), s 3.0 3.5 3.0 3.5 3.0 Max Green Setting (Gmax), s 20.0 35.0 20.0 58.0 30.0 Max Q Clear Time (g_c+I1), s 3.0 5.0 2.0 3.7 11.0 Green Ext Time (p_c), s 0.1 2.7 0.0 0.3 3.1 Intersection Summary HCM 6th Ctrl Delay 13.3 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. HCM Signalized Intersection Capacity Analysis 2: Airport Blvd. & Grand Ave.01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 186 205 82 192 110 59 33 333 282 383 391 124 Future Volume (vph) 186 205 82 192 110 59 33 333 282 383 391 124 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Lane Util. Factor 0.95 0.97 1.00 1.00 1.00 0.95 1.00 0.91 0.91 1.00 Frpb, ped/bikes 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (prot) 2996 2814 1527 1298 1464 2927 1309 1421 2956 1281 Flt Permitted 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (perm) 2996 2814 1527 1298 1464 2927 1309 1421 2956 1281 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) 196 216 86 202 116 62 35 351 297 403 412 131 RTOR Reduction (vph) 0 18 0 0 0 56 0000085 Lane Group Flow (vph) 0 480 0 202 116 6 35 351 297 266 549 46 Confl. Peds. (#/hr) 58 20 Confl. Bikes (#/hr) 9 3 3 Heavy Vehicles (%) 2% 2% 2% 12% 12% 12% 11% 11% 11% 4% 4% 4% Turn Type Split NA Split NA Perm Split NA custom Split NA Perm Protected Phases 4 4 7 7 6 6 2 6 7! 2! 2 Permitted Phases 7 2 Actuated Green, G (s) 22.6 11.0 11.0 11.0 16.2 16.2 73.5 36.5 36.5 36.5 Effective Green, g (s) 22.6 11.0 11.0 11.0 16.2 16.2 73.5 36.5 36.5 36.5 Actuated g/C Ratio 0.22 0.10 0.10 0.10 0.15 0.15 0.70 0.35 0.35 0.35 Clearance Time (s) 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Vehicle Extension (s) 2.0 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 644 294 159 135 225 451 916 493 1027 445 v/s Ratio Prot c0.16 0.07 c0.08 0.02 c0.12 0.23 c0.19 0.19 v/s Ratio Perm 0.01 0.04 v/c Ratio 0.75 0.69 0.73 0.05 0.16 0.78 0.32 0.54 0.53 0.10 Uniform Delay, d1 38.5 45.3 45.6 42.3 38.5 42.7 6.1 27.5 27.4 23.2 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 4.1 6.5 15.4 0.1 0.2 7.9 0.2 4.2 2.0 0.5 Delay (s) 42.6 51.9 61.0 42.4 38.7 50.6 6.3 31.7 29.4 23.6 Level of Service D D E D D D A C C C Approach Delay (s) 42.6 53.1 30.7 29.3 Approach LOS DDCC Intersection Summary HCM 2000 Control Delay 35.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 105.0 Sum of lost time (s) 18.7 Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period (min) 15 ! Phase conflict between lane groups. c Critical Lane Group HCM Signalized Intersection Capacity Analysis 3: Grand Ave. & Dubuque Ave.01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 37 833 504 40 54 19 Future Volume (vph) 37 833 504 40 54 19 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.9 4.9 4.2 4.2 Lane Util. Factor 1.00 0.91 0.91 1.00 1.00 Frt 1.00 1.00 0.99 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1736 4988 4540 1703 1524 Flt Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1736 4988 4540 1703 1524 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 40 896 542 43 58 20 RTOR Reduction (vph)0030018 Lane Group Flow (vph) 40 896 582 0 58 2 Heavy Vehicles (%) 4% 4% 13% 13% 6% 6% Turn Type Prot NA NA Prot Perm Protected Phases 5 2 6 3 Permitted Phases 3 Actuated Green, G (s) 5.5 81.3 71.8 9.6 9.6 Effective Green, g (s) 5.5 81.3 71.8 9.6 9.6 Actuated g/C Ratio 0.06 0.81 0.72 0.10 0.10 Clearance Time (s) 4.0 4.9 4.9 4.2 4.2 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 95 4055 3259 163 146 v/s Ratio Prot c0.02 c0.18 0.13 c0.03 v/s Ratio Perm 0.00 v/c Ratio 0.42 0.22 0.18 0.36 0.01 Uniform Delay, d1 45.7 2.1 4.6 42.3 40.9 Progression Factor 1.00 1.00 0.96 1.00 1.00 Incremental Delay, d2 1.1 0.1 0.1 0.5 0.0 Delay (s) 46.8 2.3 4.5 42.8 40.9 Level of Service D A A D D Approach Delay (s) 4.2 4.5 42.3 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 6.1 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.27 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.1 Intersection Capacity Utilization 40.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 17: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Po01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 3 Movement EBU EBL EBT EBR WBL2 WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 1 318 1257 291 46 402 20 172 92 127 7 16 Future Volume (vph) 1 318 1257 291 46 402 20 172 92 127 7 16 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.6 4.0 4.6 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.91 1.00 0.91 0.91 0.91 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.99 1.00 1.00 0.85 0.92 Flt Protected 0.95 1.00 0.95 1.00 0.95 0.99 1.00 0.99 Satd. Flow (prot) 1752 4877 1480 4213 3042 1588 1395 2789 Flt Permitted 0.95 1.00 0.95 1.00 0.95 0.99 1.00 0.99 Satd. Flow (perm) 1752 4877 1480 4213 3042 1588 1395 2789 Peak-hour factor, PHF 0.92 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 1 361 1428 331 52 457 23 195 105 144 8 18 RTOR Reduction (vph)000004000116051 Lane Group Flow (vph) 0 362 1759 0 52 476 0 175 125 28 0 2 Confl. Peds. (#/hr) 9 51 Confl. Bikes (#/hr) 9 1 4 Heavy Vehicles (%) 2% 3% 3% 3% 22% 22% 22% 8% 8% 8% 17% 17% Turn Type Prot Prot NA Prot NA Split NA Perm Split NA Protected Phases 1 1 6 5 2 4 4 7 7 Permitted Phases 4 Actuated Green, G (s) 14.6 36.4 7.3 29.1 22.8 22.8 22.8 3.4 Effective Green, g (s) 14.6 36.4 7.3 29.1 22.8 22.8 22.8 3.4 Actuated g/C Ratio 0.12 0.31 0.06 0.24 0.19 0.19 0.19 0.03 Clearance Time (s) 4.0 4.6 4.0 4.6 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 3.0 2.0 3.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 214 1491 90 1030 582 304 267 79 v/s Ratio Prot c0.21 c0.36 0.04 0.11 0.06 c0.08 c0.00 v/s Ratio Perm 0.02 v/c Ratio 1.69 1.18 0.58 0.46 0.30 0.41 0.10 0.02 Uniform Delay, d1 52.2 41.3 54.4 38.3 41.3 42.2 39.7 56.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 330.6 88.2 5.5 0.3 0.1 0.3 0.1 0.0 Delay (s) 382.8 129.5 59.8 38.6 41.4 42.5 39.7 56.2 Level of Service F F E D D D D E Approach Delay (s) 172.7 40.7 41.2 56.2 Approach LOS F D D E Intersection Summary HCM 2000 Control Delay 111.9 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.00 Actuated Cycle Length (s) 119.0 Sum of lost time (s) 21.1 Intersection Capacity Utilization 97.9% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 17: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Po01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 4 Movement SBR2 NER NER2 Lane Configurations Traffic Volume (vph) 24 704 319 Future Volume (vph) 24 704 319 Ideal Flow (vphpl) 1900 1990 1900 Total Lost time (s) 4.5 4.5 Lane Util. Factor *0.95 1.00 Frpb, ped/bikes 1.00 1.00 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 3781 1615 Flt Permitted 1.00 1.00 Satd. Flow (perm) 3781 1615 Peak-hour factor, PHF 0.88 0.88 0.88 Adj. Flow (vph) 27 800 362 RTOR Reduction (vph) 0 0 0 Lane Group Flow (vph) 0 800 363 Confl. Peds. (#/hr) 63 Confl. Bikes (#/hr) 2 Heavy Vehicles (%) 17% 0% 0% Turn Type Prot Prot Protected Phases 3 3 Permitted Phases Actuated Green, G (s) 28.0 28.0 Effective Green, g (s) 28.0 28.0 Actuated g/C Ratio 0.24 0.24 Clearance Time (s) 4.5 4.5 Vehicle Extension (s) 2.0 2.0 Lane Grp Cap (vph) 889 380 v/s Ratio Prot 0.21 c0.22 v/s Ratio Perm v/c Ratio 0.90 0.96 Uniform Delay, d1 44.1 44.9 Progression Factor 1.00 1.00 Incremental Delay, d2 11.6 34.1 Delay (s) 55.7 79.0 Level of Service E E Approach Delay (s) Approach LOS Intersection Summary HCM Signalized Intersection Capacity Analysis 43: Eccles & Forbes 01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 135 477 3 1 116 24 2 2 0 51 2 70 Future Volume (vph) 135 477 3 1 116 24 2 2 0 51 2 70 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.98 0.95 1.00 Satd. Flow (prot) 1752 3502 1378 2670 1854 1523 1357 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.73 1.00 Satd. Flow (perm) 1752 3502 1378 2670 1900 1167 1357 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 157 555 3 1 135 28 2 2 0 59 2 81 RTOR Reduction (vph)0000000000071 Lane Group Flow (vph) 157 558 0 1 163 004006110 Confl. Peds. (#/hr) 11 Confl. Bikes (#/hr) 1 1 Heavy Vehicles (%) 3% 3% 3% 31% 31% 31% 0% 0% 0% 19% 19% 19% Turn Type Prot NA Prot NA Perm NA Perm NA Perm Protected Phases 5 2 1 6 3 4 Permitted Phases 3 4 4 Actuated Green, G (s) 9.1 27.5 0.6 19.0 0.6 6.2 6.2 Effective Green, g (s) 9.1 27.5 0.6 19.0 0.6 6.2 6.2 Actuated g/C Ratio 0.18 0.54 0.01 0.37 0.01 0.12 0.12 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.5 2.0 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 313 1892 16 996 22 142 165 v/s Ratio Prot c0.09 c0.16 0.00 0.06 v/s Ratio Perm c0.00 c0.05 0.01 v/c Ratio 0.50 0.29 0.06 0.16 0.18 0.43 0.06 Uniform Delay, d1 18.9 6.4 24.9 10.6 24.9 20.7 19.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.1 0.6 0.1 1.4 0.8 0.1 Delay (s) 19.3 6.5 25.5 10.7 26.4 21.5 19.8 Level of Service B A C B C C B Approach Delay (s) 9.3 10.8 26.4 20.5 Approach LOS A B C C Intersection Summary HCM 2000 Control Delay 11.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.39 Actuated Cycle Length (s) 50.9 Sum of lost time (s) 16.0 Intersection Capacity Utilization 35.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM 6th AWSC 35: Allerton Ave. & Forbes Blvd.01/23/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 1 Intersection Intersection Delay, s/veh 21.1 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 79 24 104 419 2 318 0 73 0 1 0 Future Vol, veh/h 3 79 24 104 419 2 318 0 73 0 1 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 Heavy Vehicles, % 22 22 22 10 10 10 7 7 7 100 100 100 Mvmt Flow 3 83 25 109 441 2 335 0 77 0 1 0 Number of Lanes 011110011010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 1 2 2 HCM Control Delay 11 24.1 19.9 12.2 HCM LOS B C C B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 100% 0% 4% 0% 100% 0% 0% Vol Thru, % 0% 0% 96% 0% 0% 100% 100% Vol Right, % 0% 100% 0% 100% 0% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 318 73 82 24 104 421 1 LT Vol 318 0 3 0 104 0 0 Through Vol 0 0 79 0 0 419 1 RT Vol 0 73 0 24 0 2 0 Lane Flow Rate 335 77 86 25 109 443 1 Geometry Grp 7777776 Degree of Util (X) 0.656 0.125 0.173 0.045 0.207 0.773 0.003 Departure Headway (Hd) 7.059 5.846 7.199 6.464 6.791 6.28 9.069 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 512 612 497 552 529 576 393 Service Time 4.808 3.595 4.966 4.23 4.535 4.025 7.152 HCM Lane V/C Ratio 0.654 0.126 0.173 0.045 0.206 0.769 0.003 HCM Control Delay 22.3 9.4 11.5 9.5 11.3 27.3 12.2 HCM Lane LOS C ABABDB HCM 95th-tile Q 4.7 0.4 0.6 0.1 0.8 7.1 0 HCM 6th Signalized Intersection Summary 1: Gateway & Corporate 01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM 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) 130 4 61 8 4 12 27 572 5 8 197 12 Future Volume (veh/h) 130 4 61 8 4 12 27 572 5 8 197 12 Initial Q (Qb), veh 0000000220000 Ped-Bike Adj(A_pbT) 0.96 0.96 0.96 0.95 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1648 1648 1648 1796 1796 1796 1811 1811 1811 Adj Flow Rate, veh/h 141 46941296225921410 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 1 1 17 17 17 777666 Cap, veh/h 334 117 176 301 222 56 83 2160 17 31 1979 92 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.05 0.62 0.62 0.02 0.59 0.59 Sat Flow, veh/h 1370 664 996 1193 1257 314 1711 3469 28 1725 3342 155 Grp Volume(v), veh/h 141 0 10 9 0 5 29 306 321 9 110 114 Grp Sat Flow(s),veh/h/ln 1370 0 1660 1193 0 1572 1711 1706 1790 1725 1721 1777 Q Serve(g_s), s 7.1 0.0 0.4 0.5 0.0 0.2 1.2 6.2 6.2 0.4 2.1 2.1 Cycle Q Clear(g_c), s 7.3 0.0 0.4 0.8 0.0 0.2 1.2 6.2 6.2 0.4 2.1 2.1 Prop In Lane 1.00 0.60 1.00 0.20 1.00 0.02 1.00 0.09 Lane Grp Cap(c), veh/h 334 0 293 301 0 278 83 1062 1114 31 1019 1052 V/C Ratio(X) 0.42 0.00 0.03 0.03 0.00 0.02 0.35 0.29 0.29 0.29 0.11 0.11 Avail Cap(c_a), veh/h 657 0 684 582 0 647 237 1062 1114 239 1019 1052 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.5 0.0 25.6 25.9 0.0 25.5 34.5 7.0 6.9 36.3 6.7 6.7 Incr Delay (d2), s/veh 0.3 0.0 0.0 0.0 0.0 0.0 0.9 0.7 0.7 1.8 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 1.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 0.1 0.1 0.0 0.1 0.5 3.1 3.2 0.2 0.7 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.8 0.0 25.6 25.9 0.0 25.5 35.5 8.7 8.6 38.2 6.9 6.9 LnGrp LOS C A C C A C D A A D A A Approach Vol, veh/h 151 14 656 233 Approach Delay, s/veh 28.6 25.8 9.8 8.1 Approach LOS C C A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.4 51.8 17.9 7.6 49.5 17.9 Change Period (Y+Rc), s 4.0 5.1 4.6 4.0 5.1 4.6 Max Green Setting (Gmax), s 10.4 20.0 30.9 10.4 20.0 30.9 Max Q Clear Time (g_c+I1), s 2.4 8.2 9.3 3.2 4.1 2.8 Green Ext Time (p_c), s 0.0 2.1 0.2 0.0 0.7 0.0 Intersection Summary HCM 6th Ctrl Delay 12.4 HCM 6th LOS B HCM 6th Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave.01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 214 28 11 1381 233 229 Future Volume (veh/h) 214 28 11 1381 233 229 Initial Q (Qb), veh 000050 Ped-Bike Adj(A_pbT) 0.96 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1781 1781 1856 1856 1781 1781 Adj Flow Rate, veh/h 216 19 11 1395 235 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %883388 Cap, veh/h 3136 269 28 3778 296 Arrive On Green 1.00 1.00 0.02 0.76 0.16 0.00 Sat Flow, veh/h 4706 390 1767 5233 1697 2657 Grp Volume(v), veh/h 152 83 11 1395 235 0 Grp Sat Flow(s),veh/h/ln 1621 1693 1767 1689 1697 1329 Q Serve(g_s), s 0.0 0.0 0.6 9.3 13.4 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.6 9.3 13.4 0.0 Prop In Lane 0.23 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2237 1168 28 3778 296 V/C Ratio(X) 0.07 0.07 0.39 0.37 0.79 Avail Cap(c_a), veh/h 2272 1186 141 3832 696 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.84 0.84 1.00 0.00 Uniform Delay (d), s/veh 0.1 0.1 48.7 4.6 40.1 0.0 Incr Delay (d2), s/veh 0.1 0.1 2.8 0.2 4.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 10.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.3 2.8 7.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.2 0.2 51.5 4.9 55.0 0.0 LnGrp LOS A A D A E Approach Vol, veh/h 235 1406 235 A Approach Delay, s/veh 0.2 5.2 55.0 Approach LOS A A E Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 5.6 74.1 79.6 20.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 39.0 51.0 41.0 Max Q Clear Time (g_c+I1), s 2.6 2.0 11.3 15.4 Green Ext Time (p_c), s 0.0 0.9 8.4 0.9 Intersection Summary HCM 6th Ctrl Delay 10.8 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave.01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 100 267 76 351 1134 177 75 122 70 59 289 183 Future Volume (veh/h) 100 267 76 351 1134 177 75 122 70 59 289 183 Initial Q (Qb), veh 00003400000320 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.95 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 1722 1722 1722 1870 1870 1870 1767 1767 1767 1856 1856 1856 Adj Flow Rate, veh/h 103 275 51 362 1169 171 77 126 0 61 298 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 12 12 12 222999333 Cap, veh/h 415 1728 308 381 1776 219 151 502 152 505 Arrive On Green 0.28 0.46 0.46 0.43 0.77 0.77 0.09 0.12 0.00 0.09 0.11 0.00 Sat Flow, veh/h 1640 4003 714 1781 4461 652 1682 3445 0 1767 3618 0 Grp Volume(v), veh/h 103 213 113 362 892 448 77 126 0 61 298 0 Grp Sat Flow(s),veh/h/ln 1640 1567 1583 1781 1702 1710 1682 1678 0 1767 1763 0 Q Serve(g_s), s 7.2 5.9 6.2 29.4 18.7 18.7 6.5 5.1 0.0 4.9 12.3 0.0 Cycle Q Clear(g_c), s 7.2 5.9 6.2 29.4 18.7 18.7 6.5 5.1 0.0 4.9 12.3 0.0 Prop In Lane 1.00 0.45 1.00 0.38 1.00 0.00 1.00 0.00 Lane Grp Cap(c), veh/h 415 1353 683 381 1316 669 151 502 152 505 V/C Ratio(X) 0.25 0.16 0.17 0.95 0.68 0.67 0.51 0.25 0.40 0.59 Avail Cap(c_a), veh/h 463 1444 729 539 1316 661 214 866 225 917 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.99 0.67 0.67 0.67 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 44.9 26.3 26.4 42.1 13.5 13.3 65.1 56.6 0.0 64.9 62.6 0.0 Incr Delay (d2), s/veh 0.1 0.2 0.5 14.4 1.9 3.6 1.0 0.1 0.0 0.6 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 6.6 6.3 0.0 0.0 0.0 0.0 70.3 0.0 %ile BackOfQ(50%),veh/ln 3.1 2.4 2.6 12.5 7.1 7.3 2.9 2.1 0.0 2.2 12.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.0 26.5 26.9 56.5 22.0 23.1 66.1 56.7 0.0 65.5 133.3 0.0 LnGrp LOS D C C E C C E E E F Approach Vol, veh/h 429 1702 203 A 359 A Approach Delay, s/veh 31.1 29.6 60.3 121.8 Approach LOS C C E F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 36.1 74.0 18.3 21.5 47.2 62.9 16.9 23.0 Change Period (Y+Rc), s 4.0 4.9 4.9 * 4.6 4.9 * 4.9 4.0 4.9 Max Green Setting (Gmax), s 45.4 29.0 19.1 * 39 16.4 * 58 19.1 38.7 Max Q Clear Time (g_c+I1), s 31.4 8.2 8.5 14.3 9.2 20.7 6.9 7.1 Green Ext Time (p_c), s 0.7 1.3 0.1 1.1 0.1 7.3 0.1 0.5 Intersection Summary HCM 6th Ctrl Delay 44.5 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 6: Harbor Wy./Forbes Blvd. & E. Grand Ave.01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 109 216 71 86 1100 14 188 34 29 36 186 374 Future Volume (veh/h) 109 216 71 86 1100 14 188 34 29 36 186 374 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.88 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1663 1663 1663 1856 1856 1856 1767 1767 1767 1826 1826 1826 Adj Flow Rate, veh/h 115 227 75 91 1158 14 224 0 2 38 196 166 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, % 16 16 16 333999555 Cap, veh/h 916 1266 406 161 1189 14 302 0 130 278 291 238 Arrive On Green 0.20 0.36 0.36 0.09 0.33 0.33 0.09 0.00 0.09 0.16 0.16 0.16 Sat Flow, veh/h 3072 2341 751 1767 3561 43 3365 0 1452 1739 1826 1493 Grp Volume(v), veh/h 115 151 151 91 573 599 224 0 2 38 196 166 Grp Sat Flow(s),veh/h/ln 1536 1580 1512 1767 1763 1841 1682 0 1452 1739 1826 1493 Q Serve(g_s), s 4.6 9.8 10.2 7.4 48.1 48.2 9.7 0.0 0.2 2.8 15.2 15.8 Cycle Q Clear(g_c), s 4.6 9.8 10.2 7.4 48.1 48.2 9.7 0.0 0.2 2.8 15.2 15.8 Prop In Lane 1.00 0.50 1.00 0.02 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 916 854 818 161 589 615 302 0 130 278 291 238 V/C Ratio(X) 0.13 0.18 0.18 0.56 0.97 0.97 0.74 0.00 0.02 0.14 0.67 0.70 Avail Cap(c_a), veh/h 916 854 818 284 589 615 628 0 271 475 499 408 HCM Platoon Ratio 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.98 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.0 25.1 25.2 65.3 49.3 49.3 66.6 0.0 62.2 54.2 59.3 59.6 Incr Delay (d2), s/veh 0.1 0.4 0.5 1.2 31.1 30.4 1.4 0.0 0.0 0.1 1.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 4.0 4.0 3.4 26.2 27.3 4.2 0.0 0.1 1.3 7.1 6.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.0 25.5 25.7 66.5 80.4 79.7 67.9 0.0 62.3 54.2 60.3 61.0 LnGrp LOS D C C E F EEAEDEE Approach Vol, veh/h 417 1263 226 400 Approach Delay, s/veh 30.7 79.1 67.9 60.0 Approach LOS C E E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 48.7 55.0 27.9 18.6 85.1 18.3 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 13.1 50.1 41.0 24.1 39.1 28.0 Max Q Clear Time (g_c+I1), s 6.6 50.2 17.8 9.4 12.2 11.7 Green Ext Time (p_c), s 0.2 0.0 1.2 0.1 1.7 0.5 Intersection Summary HCM 6th Ctrl Delay 65.9 HCM 6th LOS E Notes User approved volume balancing among the lanes for turning movement. HCM 6th Signalized Intersection Summary 9: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 7 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 00002500000720 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 53 143 131 62 378 13 517 204 0 5 201 319 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 127 481 402 137 493 4 833 856 391 410 332 Arrive On Green 0.07 0.23 0.23 0.08 0.24 0.24 0.29 0.29 0.00 0.22 0.22 0.22 Sat Flow, veh/h 1697 1781 1484 1725 1739 60 3264 3445 0 1753 1841 1489 Grp Volume(v), veh/h 53 143 131 62 0 391 517 204 0 5 201 319 Grp Sat Flow(s),veh/h/ln 1697 1781 1484 1725 0 1798 1632 1678 0 1753 1841 1489 Q Serve(g_s), s 3.1 7.0 7.8 3.6 0.0 22.2 14.0 4.8 0.0 0.2 10.0 22.2 Cycle Q Clear(g_c), s 3.1 7.0 7.8 3.6 0.0 22.2 14.0 4.8 0.0 0.2 10.0 22.2 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 127 481 402 137 0 494 833 856 391 410 332 V/C Ratio(X) 0.42 0.30 0.33 0.45 0.00 0.79 0.62 0.24 0.01 0.49 0.96 Avail Cap(c_a), veh/h 179 492 410 182 0 497 955 982 391 410 332 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.73 0.73 0.73 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.4 30.4 30.7 46.1 0.0 38.1 34.6 31.0 0.0 31.8 40.8 40.3 Incr Delay (d2), s/veh 0.6 0.2 0.3 0.9 0.0 7.8 3.5 0.7 0.0 0.0 0.3 38.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 88.7 0.0 0.0 0.0 0.0 402.4 0.0 %ile BackOfQ(50%),veh/ln 1.3 2.9 2.7 1.6 0.0 25.6 6.1 2.1 0.0 0.1 56.3 11.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.0 30.6 30.9 47.0 0.0 134.5 38.1 31.7 0.0 31.8 443.5 79.1 LnGrp LOS DCCDAFDC CFE Approach Vol, veh/h 327 453 721 A 525 Approach Delay, s/veh 33.4 122.5 36.3 218.1 Approach LOS C F D F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.4 29.0 35.3 11.9 29.5 28.3 Change Period (Y+Rc), s 4.0 4.6 4.6 4.0 4.6 4.9 Max Green Setting (Gmax), s 11.1 29.0 23.4 11.1 29.0 23.4 Max Q Clear Time (g_c+I1), s 5.6 9.8 16.0 5.1 24.2 24.2 Green Ext Time (p_c), s 0.0 1.0 1.5 0.0 0.7 0.0 Intersection Summary HCM 6th Ctrl Delay 102.2 HCM 6th LOS F Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 10: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 8 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 381 200 878 461 142 821 387 1393 Arrive On Green 0.11 0.11 0.00 0.25 0.25 0.00 0.09 0.26 0.00 0.22 0.40 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 6.5 9.5 0.0 27.0 13.4 0.0 7.8 0.4 0.0 9.7 23.8 0.0 Cycle Q Clear(g_c), s 6.5 9.5 0.0 27.0 13.4 0.0 7.8 0.4 0.0 9.7 23.8 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 381 200 878 461 142 821 387 1393 V/C Ratio(X) 0.52 0.74 0.91 0.51 0.75 0.02 0.43 0.63 Avail Cap(c_a), veh/h 635 334 914 480 160 821 387 1393 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.47 0.47 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 50.4 51.7 0.0 43.4 38.3 0.0 53.3 33.2 0.0 40.4 29.1 0.0 Incr Delay (d2), s/veh 0.4 2.0 0.0 6.8 0.4 0.0 12.7 0.0 0.0 0.3 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 2.8 4.4 0.0 12.4 6.1 0.0 3.6 0.2 0.0 4.2 10.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 50.8 53.7 0.0 50.2 38.8 0.0 66.0 33.3 0.0 40.6 31.3 0.0 LnGrp LOS D D D D E C D C Approach Vol, veh/h 347 A 1036 A 122 A 1037 A Approach Delay, s/veh 52.1 47.6 61.7 32.8 Approach LOS D D E C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.7 52.3 17.8 31.2 35.8 35.1 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 12.0 36.0 22.1 17.1 * 31 31.8 Max Q Clear Time (g_c+I1), s 9.8 25.8 11.5 11.7 2.4 29.0 Green Ext Time (p_c), s 0.0 4.6 0.8 0.1 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 42.8 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 15: Gateway & Coporate Dwy 01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 203 0 20 4 0 27 3 887 3 31 151 9 Future Volume (veh/h) 203 0 20 4 0 27 3 887 3 31 151 9 Initial Q (Qb), veh 0000000440000 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1841 1841 1841 1796 1796 1796 Adj Flow Rate, veh/h 231 0350431008 3 35 172 5 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %000000444777 Cap, veh/h 359 0 387 96 19 38 6 2074 5 46 2042 59 Arrive On Green 0.24 0.00 0.24 0.24 0.00 0.24 0.00 0.58 0.58 0.03 0.60 0.60 Sat Flow, veh/h 1120 0 1594 119 77 157 1753 3577 11 1711 3385 98 Grp Volume(v), veh/h 231 039003493518358691 Grp Sat Flow(s),veh/h/ln 1120 0 1594 353 0 0 1753 1749 1839 1711 1706 1777 Q Serve(g_s), s 0.0 0.0 0.1 0.1 0.0 0.0 0.1 13.7 13.7 1.7 1.8 1.8 Cycle Q Clear(g_c), s 17.3 0.0 0.1 17.4 0.0 0.0 0.1 13.7 13.7 1.7 1.8 1.8 Prop In Lane 1.00 1.00 0.56 0.44 1.00 0.01 1.00 0.06 Lane Grp Cap(c), veh/h 359 0 387 153 0 0 6 1014 1066 46 1029 1072 V/C Ratio(X) 0.64 0.00 0.01 0.06 0.00 0.00 0.53 0.49 0.49 0.77 0.08 0.08 Avail Cap(c_a), veh/h 426 0 462 223 0 0 508 1014 1066 495 1029 1072 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.3 0.0 23.8 25.4 0.0 0.0 41.3 11.4 11.4 40.1 6.9 6.9 Incr Delay (d2), s/veh 1.4 0.0 0.0 0.1 0.0 0.0 25.8 1.7 1.6 9.5 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.6 6.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 0.0 0.0 0.1 0.0 0.0 0.1 9.0 9.1 0.8 0.6 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.7 0.0 23.8 25.4 0.0 0.0 67.1 19.7 18.9 49.6 7.0 7.0 LnGrp LOS C A C C AAEBBDAA Approach Vol, veh/h 234 9 1014 212 Approach Delay, s/veh 31.6 25.4 19.4 14.1 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.2 52.6 24.1 4.3 54.5 24.1 Change Period (Y+Rc), s 4.0 4.5 4.0 4.0 4.5 4.0 Max Green Setting (Gmax), s 24.0 30.0 24.0 24.0 50.0 24.0 Max Q Clear Time (g_c+I1), s 3.7 15.7 19.3 2.1 3.8 19.4 Green Ext Time (p_c), s 0.0 3.9 0.3 0.0 0.7 0.0 Intersection Summary HCM 6th Ctrl Delay 20.6 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary 16: Dubuque Ave./101 NB On Ramp & Oyster Point Blvd.01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 245 209 295 808 662 986 490 153 173 0 0 0 Future Volume (veh/h) 245 209 295 808 662 986 490 153 173 0 0 0 Initial Q (Qb), veh 0 0 0 32 16 0 10 0 5 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1870 1870 1870 1826 1826 1826 Adj Flow Rate, veh/h 258 220 80 851 697 642 516 161 182 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %444222555 Cap, veh/h 387 1062 434 1048 868 1328 741 441 1377 Arrive On Green 0.11 0.31 0.31 0.29 0.49 0.49 0.21 0.21 0.21 Sat Flow, veh/h 3506 3681 1508 3456 1870 2790 3374 1826 2723 Grp Volume(v), veh/h 258 220 80 851 697 642 516 161 182 Grp Sat Flow(s),veh/h/ln 1753 1841 1508 1728 1870 1395 1687 1826 1362 Q Serve(g_s), s 4.8 3.0 2.6 15.7 20.5 10.3 9.7 5.2 2.4 Cycle Q Clear(g_c), s 4.8 3.0 2.6 15.7 20.5 10.3 9.7 5.2 2.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 387 1062 434 1048 868 1328 741 441 1377 V/C Ratio(X) 0.67 0.21 0.18 0.81 0.80 0.48 0.70 0.37 0.13 Avail Cap(c_a), veh/h 1496 2059 843 1373 1046 1560 1340 726 1877 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.4 20.0 19.9 26.6 19.3 13.3 25.3 22.9 9.1 Incr Delay (d2), s/veh 1.5 0.1 0.3 2.2 4.3 0.4 0.4 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 35.8 12.4 0.0 4.3 0.0 0.1 %ile BackOfQ(50%),veh/ln 2.2 1.4 1.0 14.3 15.9 3.4 4.7 2.3 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.9 20.2 20.2 64.6 36.0 13.6 30.0 23.1 9.2 LnGrp LOS C C C E D B C C A Approach Vol, veh/h 558 2190 859 Approach Delay, s/veh 26.0 40.6 24.3 Approach LOS C D C Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 23.3 26.2 18.4 11.2 38.4 Change Period (Y+Rc), s 3.5 5.0 4.0 3.5 5.0 Max Green Setting (Gmax), s 27.0 38.0 27.0 29.0 38.0 Max Q Clear Time (g_c+I1), s 17.7 5.0 11.7 6.8 22.5 Green Ext Time (p_c), s 2.1 3.4 2.7 0.9 10.8 Intersection Summary HCM 6th Ctrl Delay 34.4 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 6th Signalized Intersection Summary 22: Veterans Blvd & Oyster Point Blvd.01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 121 292 30 5 931 41 99 1 18 27 0 274 Future Volume (veh/h) 121 292 30 5 931 41 99 1 18 27 0 274 Initial Q (Qb), veh 0 32 0 0 140 0000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 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 1678 1678 1678 1870 1870 1870 1841 1841 1841 1870 1870 1870 Adj Flow Rate, veh/h 133 321 30 5 1023 43 109 1 0 30 0 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 15 15 15 222444222 Cap, veh/h 176 2172 189 11 2410 73 195 204 0 53 0 82 Arrive On Green 0.06 0.73 0.73 0.01 0.68 0.68 0.11 0.11 0.00 0.03 0.00 0.00 Sat Flow, veh/h 3100 2937 272 1781 3473 146 1753 1841 0 1781 0 2790 Grp Volume(v), veh/h 133 173 178 5 523 543 109 1 0 30 0 0 Grp Sat Flow(s),veh/h/ln 1550 1594 1615 1781 1777 1842 1753 1841 0 1781 0 1395 Q Serve(g_s), s 5.9 4.5 4.6 0.4 18.5 18.5 8.3 0.1 0.0 2.3 0.0 0.0 Cycle Q Clear(g_c), s 5.9 4.5 4.6 0.4 18.5 18.5 8.3 0.1 0.0 2.3 0.0 0.0 Prop In Lane 1.00 0.17 1.00 0.08 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 176 1171 1189 11 1216 1265 195 204 0 53 0 82 V/C Ratio(X) 0.76 0.15 0.15 0.44 0.43 0.43 0.56 0.00 0.00 0.57 0.00 0.00 Avail Cap(c_a), veh/h 221 1171 1187 102 1216 1260 388 408 0 140 0 219 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.99 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 65.1 6.4 6.3 69.3 14.8 14.6 59.0 55.3 0.0 67.1 0.0 0.0 Incr Delay (d2), s/veh 7.8 0.3 0.3 9.9 1.1 1.1 0.9 0.0 0.0 3.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 1.6 1.5 0.0 41.9 38.6 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 3.9 4.0 0.2 32.9 32.5 3.8 0.0 0.0 1.1 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 72.9 8.2 8.1 79.2 57.9 54.2 59.9 55.3 0.0 70.6 0.0 0.0 LnGrp LOS EAAEEDEEAEAA Approach Vol, veh/h 484 1071 110 30 Approach Delay, s/veh 26.0 56.1 59.9 70.6 Approach LOS C E E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.9 100.4 19.6 4.9 107.4 8.1 Change Period (Y+Rc), s 4.0 4.6 4.0 4.0 4.6 4.0 Max Green Setting (Gmax), s 10.0 71.4 31.0 8.0 73.4 11.0 Max Q Clear Time (g_c+I1), s 7.9 20.5 10.3 2.4 6.6 4.3 Green Ext Time (p_c), s 0.1 8.2 0.2 0.0 2.1 0.0 Intersection Summary HCM 6th Ctrl Delay 48.0 HCM 6th LOS D HCM 6th Signalized Intersection Summary 23: Airport Blvd. & Sister Cities Blvd./Oyster Point Blvd.01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 118 357 28 196 879 77 68 285 212 180 468 521 Future Volume (veh/h) 118 357 28 196 879 77 68 285 212 180 468 521 Initial Q (Qb), veh 0000100003203618 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1885 1885 1885 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 120 364 23 200 897 75 69 291 216 184 478 224 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222111222222 Cap, veh/h 150 1739 109 389 1284 100 114 365 851 574 1088 468 Arrive On Green 0.08 0.35 0.35 0.11 0.38 0.38 0.06 0.18 0.18 0.18 0.31 0.31 Sat Flow, veh/h 1781 4906 306 3483 3340 279 1781 1870 2790 3456 3554 1529 Grp Volume(v), veh/h 120 251 136 200 481 491 69 291 216 184 478 224 Grp Sat Flow(s),veh/h/ln 1781 1702 1808 1742 1791 1828 1781 1870 1395 1728 1777 1529 Q Serve(g_s), s 7.3 5.7 5.8 6.0 25.0 25.0 4.1 16.6 0.0 5.1 11.9 10.0 Cycle Q Clear(g_c), s 7.3 5.7 5.8 6.0 25.0 25.0 4.1 16.6 0.0 5.1 11.9 10.0 Prop In Lane 1.00 0.17 1.00 0.15 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 150 1207 641 389 684 699 114 365 851 574 1088 468 V/C Ratio(X) 0.80 0.21 0.21 0.51 0.70 0.70 0.61 0.80 0.25 0.32 0.44 0.48 Avail Cap(c_a), veh/h 162 1207 641 412 684 698 130 493 1047 624 1088 468 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.61 0.61 0.61 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.4 24.7 24.8 46.0 29.3 29.2 50.1 42.3 30.6 40.5 32.4 19.1 Incr Delay (d2), s/veh 20.2 0.4 0.8 0.2 3.7 3.6 3.4 16.5 0.7 0.1 1.3 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 1.3 1.2 0.0 0.0 13.6 0.0 14.1 20.4 %ile BackOfQ(50%),veh/ln 4.1 2.4 2.6 2.5 11.8 12.0 1.9 9.0 5.0 2.2 9.5 8.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 69.6 25.1 25.5 46.3 34.3 34.0 53.5 58.8 44.9 40.6 47.7 43.0 LnGrp LOS E CCDCCDEDDDD Approach Vol, veh/h 507 1172 576 886 Approach Delay, s/veh 35.8 36.2 52.9 45.1 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 38.7 13.3 47.0 24.9 24.9 16.3 44.0 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 5.0 * 5 4.0 5.0 Max Green Setting (Gmax), s 8.0 32.0 10.0 42.0 11.0 * 29 13.0 39.0 Max Q Clear Time (g_c+I1), s 6.1 13.9 9.3 27.0 7.1 18.6 8.0 7.8 Green Ext Time (p_c), s 0.0 2.5 0.0 3.2 0.2 1.2 0.2 1.7 Intersection Summary HCM 6th Ctrl Delay 41.7 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 39: Dubuque Ave. & 101 NB Off Ramp/101 SB On Ramp 01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 563 2 50 2 0 2 63 251 3 0 122 981 Future Volume (veh/h) 563 2 50 2 0 2 63 251 3 0 122 981 Initial Q (Qb), veh 000000121200024 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.95 1.00 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 1841 1841 1841 1900 1900 1900 1841 1841 1841 0 1856 1856 Adj Flow Rate, veh/h 594 0 19 2 0 0 66 264 2 0 128 674 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, %444000444033 Cap, veh/h 903 0 402 5 0 0 140 862 6 0 586 1587 Arrive On Green 0.26 0.00 0.26 0.00 0.00 0.00 0.05 0.45 0.45 0.00 0.31 0.31 Sat Flow, veh/h 3506 0 1560 1809 0 0 1753 1824 14 0 1856 2768 Grp Volume(v), veh/h 594 0 19 2 0 0 66 0 266 0 128 674 Grp Sat Flow(s),veh/h/ln 1753 0 1560 1810 0 0 1753 0 1837 0 1856 1384 Q Serve(g_s), s 5.0 0.0 0.3 0.0 0.0 0.0 1.2 0.0 3.1 0.0 1.7 4.6 Cycle Q Clear(g_c), s 5.0 0.0 0.3 0.0 0.0 0.0 1.2 0.0 3.1 0.0 1.7 4.6 Prop In Lane 1.00 1.00 1.00 0.00 1.00 0.01 0.00 1.00 Lane Grp Cap(c), veh/h 903 0 402 5 0 0 140 0 849 0 586 1587 V/C Ratio(X) 0.66 0.00 0.05 0.38 0.00 0.00 0.47 0.00 0.31 0.00 0.22 0.42 Avail Cap(c_a), veh/h 3146 0 1400 1083 0 0 1049 0 3188 0 1943 3625 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 12.9 0.0 10.9 19.1 0.0 0.0 17.9 0.0 6.3 0.0 9.3 4.9 Incr Delay (d2), s/veh 0.3 0.0 0.0 39.5 0.0 0.0 2.5 0.0 0.2 0.0 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 100.2 0.0 2.1 0.0 0.0 2.9 %ile BackOfQ(50%),veh/ln 1.9 0.0 0.1 0.1 0.0 0.0 5.5 0.0 2.1 0.0 0.6 3.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.2 0.0 10.9 58.5 0.0 0.0 120.5 0.0 8.5 0.0 9.5 8.0 LnGrp LOS BABEAAFAAAAA Approach Vol, veh/h 613 2 332 802 Approach Delay, s/veh 13.2 58.5 30.8 8.2 Approach LOS B E C A Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 4.8 13.7 3.1 18.6 11.8 Change Period (Y+Rc), s 3.0 3.5 3.0 3.5 3.0 Max Green Setting (Gmax), s 20.0 35.0 20.0 58.0 30.0 Max Q Clear Time (g_c+I1), s 3.2 6.6 2.0 5.1 7.0 Green Ext Time (p_c), s 0.1 3.6 0.0 0.8 1.8 Intersection Summary HCM 6th Ctrl Delay 14.3 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. HCM Signalized Intersection Capacity Analysis 2: Airport Blvd. & Grand Ave.01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 152 50 85 638 233 232 59 455 120 108 447 102 Future Volume (vph) 152 50 85 638 233 232 59 455 120 108 447 102 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Lane Util. Factor 0.95 0.97 1.00 1.00 1.00 0.95 1.00 0.91 0.91 1.00 Frpb, ped/bikes 0.97 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.97 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 2893 3060 1660 1387 1547 3094 1384 1408 2961 1333 Flt Permitted 0.97 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 2893 3060 1660 1387 1547 3094 1384 1408 2961 1333 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 157 52 88 658 240 239 61 469 124 111 461 105 RTOR Reduction (vph) 0 41 0 0 0 175 0000081 Lane Group Flow (vph) 0 256 0 658 240 64 61 469 124 100 472 24 Confl. Peds. (#/hr) 74 5 Confl. Bikes (#/hr) 2 6 4 Heavy Vehicles (%) 1% 1% 1% 3% 3% 3% 5% 5% 5% 5% 5% 5% Turn Type Split NA Split NA Perm Split NA custom Split NA Perm Protected Phases 4 4 7 7 6 6 2 6 7! 2! 2 Permitted Phases 7 2 Actuated Green, G (s) 20.5 32.2 32.2 32.2 21.0 21.0 90.6 27.6 27.6 27.6 Effective Green, g (s) 20.5 32.2 32.2 32.2 21.0 21.0 90.6 27.6 27.6 27.6 Actuated g/C Ratio 0.17 0.27 0.27 0.27 0.18 0.18 0.75 0.23 0.23 0.23 Clearance Time (s) 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 494 821 445 372 270 541 1044 323 681 306 v/s Ratio Prot c0.09 c0.22 0.14 0.04 c0.15 0.09 0.07 c0.16 v/s Ratio Perm 0.05 0.02 v/c Ratio 0.52 0.80 0.54 0.17 0.23 0.87 0.12 0.31 0.69 0.08 Uniform Delay, d1 45.2 40.9 37.6 33.7 42.5 48.1 4.0 38.3 42.3 36.2 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 0.9 5.7 1.3 0.2 0.3 13.6 0.0 2.5 5.7 0.5 Delay (s) 46.2 46.6 38.8 33.9 42.8 61.7 4.0 40.8 48.1 36.7 Level of Service D DDCDEADDD Approach Delay (s) 46.2 42.3 49.0 45.2 Approach LOS DDDD Intersection Summary HCM 2000 Control Delay 45.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.7 Intersection Capacity Utilization 84.7% ICU Level of Service E Analysis Period (min) 15 ! Phase conflict between lane groups. c Critical Lane Group HCM Signalized Intersection Capacity Analysis 3: Grand Ave. & Dubuque Ave.01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 66 212 1498 116 30 60 Future Volume (vph) 66 212 1498 116 30 60 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.9 4.9 4.2 4.2 Lane Util. Factor 1.00 0.91 0.91 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.99 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1687 4848 2700 1770 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1687 4848 5022 1770 1583 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 67 216 1529 118 31 61 RTOR Reduction (vph)0050055 Lane Group Flow (vph) 67 216 1642 0 31 6 Confl. Peds. (#/hr) 1 Confl. Bikes (#/hr) 6 Heavy Vehicles (%) 7% 7% 2% 2% 2% 2% Turn Type Prot NA NA Prot Perm Protected Phases 5 2 6 3 Permitted Phases 3 Actuated Green, G (s) 8.0 70.9 58.9 9.6 9.6 Effective Green, g (s) 8.0 70.9 58.9 9.6 9.6 Actuated g/C Ratio 0.08 0.71 0.59 0.10 0.10 Clearance Time (s) 4.0 4.9 4.9 4.2 4.2 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 134 3437 1590 169 151 v/s Ratio Prot c0.04 0.04 c0.61 c0.02 v/s Ratio Perm 0.00 v/c Ratio 0.50 0.06 1.03 0.18 0.04 Uniform Delay, d1 44.1 4.4 20.6 41.6 41.0 Progression Factor 1.00 1.00 0.79 1.00 1.00 Incremental Delay, d2 1.1 0.0 30.8 0.2 0.0 Delay (s) 45.2 4.5 47.1 41.8 41.1 Level of Service D A D D D Approach Delay (s) 14.1 47.1 41.3 Approach LOS B D D Intersection Summary HCM 2000 Control Delay 42.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.1 Intersection Capacity Utilization 59.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 17: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Po01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 3 Movement EBU EBL EBT EBR WBL2 WBT WBR NBU NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 4 49 266 63 30 1255 19 2 766 32 49 8 Future Volume (vph) 4 49 266 63 30 1255 19 2 766 32 49 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.6 4.0 4.6 4.0 4.0 4.0 Lane Util. Factor 1.00 0.91 1.00 0.91 0.91 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.94 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (prot) 1597 4446 1770 5070 3189 1608 1480 Flt Permitted 0.28 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (perm) 467 4446 1770 5070 3189 1608 1480 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) 4 51 277 66 31 1307 20 2 798 33 51 8 RTOR Reduction (vph)0000010000400 Lane Group Flow (vph) 0 55 343 0 31 1326 0 0 553 280 11 0 Confl. Peds. (#/hr) 8 37 Confl. Bikes (#/hr) 2 5 4 Heavy Vehicles (%) 13% 13% 13% 13% 2% 2% 2% 3% 3% 3% 3% 1% Turn Type custom Prot NA Prot NA Split Split NA Perm Split Protected Phases 1 6 5 2 4 4 4 7 Permitted Phases 1 4 Actuated Green, G (s) 14.4 48.2 4.4 38.2 28.4 28.4 28.4 Effective Green, g (s) 14.4 48.2 4.4 38.2 28.4 28.4 28.4 Actuated g/C Ratio 0.11 0.37 0.03 0.30 0.22 0.22 0.22 Clearance Time (s) 4.0 4.6 4.0 4.6 4.0 4.0 4.0 Vehicle Extension (s) 2.0 3.0 2.0 3.0 2.0 2.0 2.0 Lane Grp Cap (vph) 51 1656 60 1496 699 352 324 v/s Ratio Prot 0.08 0.02 c0.26 0.17 c0.17 v/s Ratio Perm c0.12 0.01 v/c Ratio 1.08 0.21 0.52 0.89 0.79 0.80 0.03 Uniform Delay, d1 57.5 27.6 61.5 43.5 47.7 47.8 39.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 149.7 0.1 3.1 6.7 5.7 11.0 0.0 Delay (s) 207.2 27.7 64.6 50.2 53.4 58.8 39.7 Level of Service F C E D D E D Approach Delay (s) 52.5 50.6 54.3 Approach LOS D D D Intersection Summary HCM 2000 Control Delay 53.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length (s) 129.4 Sum of lost time (s) 21.1 Intersection Capacity Utilization 96.8% ICU Level of Service F Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group HCM Signalized Intersection Capacity Analysis 17: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Po01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 4 Movement SBT SBR2 NER NER2 Lane Configurations Traffic Volume (vph) 27 431 120 57 Future Volume (vph) 27 431 120 57 Ideal Flow (vphpl) 1900 1900 1990 1900 Total Lost time (s) 4.0 4.5 4.5 Lane Util. Factor 0.95 *0.95 1.00 Frpb, ped/bikes 0.97 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 Frt 0.86 1.00 0.85 Flt Protected 1.00 1.00 1.00 Satd. Flow (prot) 2969 3376 1442 Flt Permitted 1.00 1.00 1.00 Satd. Flow (perm) 2969 3376 1442 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 Adj. Flow (vph) 28 449 125 59 RTOR Reduction (vph) 373 0 0 0 Lane Group Flow (vph) 112 0 125 59 Confl. Peds. (#/hr) 54 Confl. Bikes (#/hr) 8 Heavy Vehicles (%) 1% 1% 12% 12% Turn Type NA Prot Prot Protected Phases 7 3 3 Permitted Phases Actuated Green, G (s) 9.1 18.2 18.2 Effective Green, g (s) 9.1 18.2 18.2 Actuated g/C Ratio 0.07 0.14 0.14 Clearance Time (s) 4.0 4.5 4.5 Vehicle Extension (s) 2.0 2.0 2.0 Lane Grp Cap (vph) 208 474 202 v/s Ratio Prot c0.04 0.04 c0.04 v/s Ratio Perm v/c Ratio 0.93dr 0.26 0.29 Uniform Delay, d1 58.1 49.6 49.8 Progression Factor 1.00 1.00 1.00 Incremental Delay, d2 1.3 0.1 0.3 Delay (s) 59.5 49.7 50.1 Level of Service E D D Approach Delay (s) 59.5 Approach LOS E Intersection Summary HCM Signalized Intersection Capacity Analysis 43: Eccles & Forbes 01/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 68 105 1 0 682 48 3 1 0 17 0 268 Future Volume (vph) 68 105 1 0 682 48 3 1 0 17 0 268 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.96 0.95 1.00 Satd. Flow (prot) 1492 2979 3273 1831 1719 1538 Flt Permitted 0.95 1.00 1.00 0.66 0.76 1.00 Satd. Flow (perm) 1492 2979 3273 1252 1366 1538 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 73 113 1 0 733 52 3 1 0 18 0 288 RTOR Reduction (vph)01000000000258 Lane Group Flow (vph) 73 113 0 0 785 004001830 Confl. Peds. (#/hr) 1 2 Confl. Bikes (#/hr) 3 Heavy Vehicles (%) 21% 21% 21% 9% 9% 9% 0% 0% 0% 5% 5% 5% Turn Type Prot NA Prot NA Perm NA Perm NA Perm Protected Phases 5 2 1 6 3 4 Permitted Phases 3 4 4 Actuated Green, G (s) 7.2 35.7 24.5 19.9 7.8 7.8 Effective Green, g (s) 7.2 35.7 24.5 19.9 7.8 7.8 Actuated g/C Ratio 0.10 0.47 0.32 0.26 0.10 0.10 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 142 1410 1063 330 141 159 v/s Ratio Prot c0.05 0.04 c0.24 v/s Ratio Perm c0.00 0.01 c0.02 v/c Ratio 0.51 0.08 0.74 0.01 0.13 0.19 Uniform Delay, d1 32.4 10.9 22.6 20.5 30.7 30.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 0.0 2.6 0.1 0.1 0.2 Delay (s) 33.7 10.9 25.2 20.6 30.9 31.1 Level of Service C B C C C C Approach Delay (s) 19.8 25.2 20.6 31.1 Approach LOS B C C C Intersection Summary HCM 2000 Control Delay 25.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.40 Actuated Cycle Length (s) 75.4 Sum of lost time (s) 16.0 Intersection Capacity Utilization 50.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM 6th AWSC 35: Allerton Ave. & Forbes Blvd.02/11/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 1 Intersection Intersection Delay, s/veh 12.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 324 114 194 76 1 57 16 135 0 2 0 Future Vol, veh/h 5 324 114 194 76 1 57 16 135 0 2 0 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 Heavy Vehicles, % 4 4 4 10 10 10 16 16 16 50 50 50 Mvmt Flow 5 345 121 206 81 1 61 17 144 0 2 0 Number of Lanes 011110011010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 1 2 2 HCM Control Delay 13.5 12 10.8 10.9 HCM LOS B B B B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 78% 0% 2% 0% 100% 0% 0% Vol Thru, % 22% 0% 98% 0% 0% 99% 100% Vol Right, % 0% 100% 0% 100% 0% 1% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 73 135 329 114 194 77 2 LT Vol 57 0 5 0 194 0 0 Through Vol 16 0 324 0 0 76 2 RT Vol 0 135 0 114 0 1 0 Lane Flow Rate 78 144 350 121 206 82 2 Geometry Grp 7777776 Degree of Util (X) 0.154 0.24 0.553 0.167 0.37 0.135 0.005 Departure Headway (Hd) 7.119 6.015 5.686 4.971 6.456 5.941 7.802 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 505 597 637 723 557 605 459 Service Time 4.853 3.748 3.412 2.697 4.186 3.67 5.849 HCM Lane V/C Ratio 0.154 0.241 0.549 0.167 0.37 0.136 0.004 HCM Control Delay 11.2 10.6 15.2 8.7 12.9 9.6 10.9 HCM Lane LOS B B C ABAB HCM 95th-tile Q 0.5 0.9 3.4 0.6 1.7 0.5 0 HCM 6th Signalized Intersection Summary 1: Gateway & Gatewa Business Pkwy/Larkspur Landing Dwy 02/11/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM 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) 34 0 43 14 0 24 42 356 3 18 415 95 Future Volume (veh/h) 34 0 43 14 0 24 42 356 3 18 415 95 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.96 0.95 0.96 0.95 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1781 1781 1781 1796 1796 1796 1767 1767 1767 Adj Flow Rate, veh/h 35 0 5 14 0 2 43 367 3 19 428 83 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %555888777999 Cap, veh/h 261 0 186 254 0 182 108 2276 19 59 1750 336 Arrive On Green 0.13 0.00 0.13 0.13 0.00 0.13 0.06 0.66 0.66 0.03 0.63 0.63 Sat Flow, veh/h 1319 0 1477 1284 0 1441 1711 3468 28 1682 2786 535 Grp Volume(v), veh/h 35 0 5 14 0 2 43 180 190 19 256 255 Grp Sat Flow(s),veh/h/ln 1319 0 1477 1284 0 1441 1711 1706 1790 1682 1678 1642 Q Serve(g_s), s 1.8 0.0 0.2 0.7 0.0 0.1 1.8 3.0 3.1 0.8 5.0 5.1 Cycle Q Clear(g_c), s 1.9 0.0 0.2 0.9 0.0 0.1 1.8 3.0 3.1 0.8 5.0 5.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.02 1.00 0.33 Lane Grp Cap(c), veh/h 261 0 186 254 0 182 108 1120 1175 59 1054 1031 V/C Ratio(X) 0.13 0.00 0.03 0.06 0.00 0.01 0.40 0.16 0.16 0.32 0.24 0.25 Avail Cap(c_a), veh/h 620 0 589 604 0 575 237 1120 1175 233 1054 1031 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.96 0.96 0.96 Uniform Delay (d), s/veh 29.5 0.0 28.7 29.1 0.0 28.7 33.8 5.0 5.0 35.3 6.1 6.1 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.0 0.0 0.0 0.9 0.3 0.3 1.1 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.1 0.2 0.0 0.0 0.8 1.0 1.0 0.3 1.6 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.6 0.0 28.8 29.2 0.0 28.7 34.6 5.3 5.2 36.5 6.6 6.7 LnGrp LOS C A C C A C C A A D A A Approach Vol, veh/h 40 16 413 530 Approach Delay, s/veh 29.5 29.1 8.3 7.7 Approach LOS C C A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.6 54.3 14.1 8.7 52.2 14.1 Change Period (Y+Rc), s 4.0 5.1 4.6 4.0 5.1 4.6 Max Green Setting (Gmax), s 10.4 21.0 29.9 10.4 21.0 29.9 Max Q Clear Time (g_c+I1), s 2.8 5.1 3.9 3.8 7.1 2.9 Green Ext Time (p_c), s 0.0 1.2 0.0 0.0 1.8 0.0 Intersection Summary HCM 6th Ctrl Delay 9.2 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave.02/11/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 842 54 12 427 131 639 Future Volume (veh/h) 842 54 12 427 131 639 Initial Q (Qb), veh 45 0 0 0 10 51 Ped-Bike Adj(A_pbT) 0.96 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1841 1841 1707 1707 1811 1811 Adj Flow Rate, veh/h 915 52 13 464 142 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 4 4 13 13 6 6 Cap, veh/h 3604 193 30 3719 214 Arrive On Green 0.51 0.51 0.02 0.82 0.10 0.00 Sat Flow, veh/h 5017 275 1626 4815 1725 2701 Grp Volume(v), veh/h 631 336 13 464 142 0 Grp Sat Flow(s),veh/h/ln 1675 1776 1626 1554 1725 1351 Q Serve(g_s), s 10.6 10.6 0.8 2.0 8.0 0.0 Cycle Q Clear(g_c), s 10.6 10.6 0.8 2.0 8.0 0.0 Prop In Lane 0.15 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2479 1320 30 3719 214 V/C Ratio(X) 0.25 0.25 0.44 0.12 0.66 Avail Cap(c_a), veh/h 2542 1348 130 3808 517 HCM Platoon Ratio 0.67 0.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.99 0.99 1.00 0.00 Uniform Delay (d), s/veh 10.7 10.5 48.6 2.5 42.9 0.0 Incr Delay (d2), s/veh 0.2 0.5 3.7 0.1 3.5 0.0 Initial Q Delay(d3),s/veh 1.4 1.2 0.0 0.0 46.7 0.0 %ile BackOfQ(50%),veh/ln 6.4 6.7 0.4 0.5 7.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.4 12.2 52.3 2.5 93.1 0.0 LnGrp LOS B B D A F Approach Vol, veh/h 967 477 142 A Approach Delay, s/veh 12.3 3.9 93.1 Approach LOS B A F Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 5.8 79.9 85.7 14.3 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 50.0 62.0 30.0 Max Q Clear Time (g_c+I1), s 2.8 12.6 4.0 10.0 Green Ext Time (p_c), s 0.0 4.6 2.2 0.5 Intersection Summary HCM 6th Ctrl Delay 17.0 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave.02/11/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 164 1247 70 113 295 104 42 162 304 192 131 102 Future Volume (veh/h) 164 1247 70 113 295 104 42 162 304 192 131 102 Initial Q (Qb), veh 500000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 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 1841 969 1841 1633 1633 1633 1752 1752 1752 1767 1767 1767 Adj Flow Rate, veh/h 173 1313 71 119 311 76 44 171 0 202 138 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, % 4 4 4 18 18 18 10 10 10 9 9 9 Cap, veh/h 211 1479 80 138 1961 457 131 273 225 461 Arrive On Green 0.11 0.58 0.58 0.09 0.55 0.55 0.08 0.08 0.00 0.13 0.14 0.00 Sat Flow, veh/h 1753 2564 139 1555 3597 838 1668 3416 0 1682 3445 0 Grp Volume(v), veh/h 173 903 481 119 254 133 44 171 0 202 138 0 Grp Sat Flow(s),veh/h/ln 1753 882 939 1555 1486 1462 1668 1664 0 1682 1678 0 Q Serve(g_s), s 14.6 66.6 66.6 11.3 6.3 6.7 3.7 7.5 0.0 17.7 5.5 0.0 Cycle Q Clear(g_c), s 14.6 66.6 66.6 11.3 6.3 6.7 3.7 7.5 0.0 17.7 5.5 0.0 Prop In Lane 1.00 0.15 1.00 0.57 1.00 0.00 1.00 0.00 Lane Grp Cap(c), veh/h 211 1017 542 138 1621 797 131 273 225 461 V/C Ratio(X) 0.82 0.89 0.89 0.86 0.16 0.17 0.34 0.63 0.90 0.30 Avail Cap(c_a), veh/h 270 1017 542 170 1647 810 157 710 371 1141 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.85 0.85 0.85 0.96 0.96 0.96 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 65.2 27.5 27.5 67.5 17.0 17.1 65.4 66.6 0.0 64.0 58.2 0.0 Incr Delay (d2), s/veh 9.9 9.9 16.8 25.2 0.2 0.4 0.6 0.9 0.0 9.4 0.1 0.0 Initial Q Delay(d3),s/veh 22.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.2 15.0 17.1 5.5 2.3 2.4 1.6 3.2 0.0 8.2 2.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 97.5 37.4 44.3 92.6 17.2 17.5 66.0 67.5 0.0 73.4 58.4 0.0 LnGrp LOS F D D F BBEE EE Approach Vol, veh/h 1557 506 215 A 340 A Approach Delay, s/veh 46.2 35.0 67.2 67.3 Approach LOS D D E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.3 91.5 15.8 25.5 20.8 88.0 24.1 17.2 Change Period (Y+Rc), s 4.0 4.9 4.0 * 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 16.4 50.7 14.1 * 51 23.1 44.0 33.1 32.0 Max Q Clear Time (g_c+I1), s 13.3 68.6 5.7 7.5 16.6 8.7 19.7 9.5 Green Ext Time (p_c), s 0.1 0.0 0.0 0.5 0.2 1.7 0.3 0.6 Intersection Summary HCM 6th Ctrl Delay 48.5 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 6: Harbor Wy./Forbes Blvd. & E. Grand Ave.02/11/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 378 1225 140 34 337 17 79 114 173 104 84 96 Future Volume (veh/h) 378 1225 140 34 337 17 79 114 173 104 84 96 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.89 1.00 0.98 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1811 1811 1811 1618 1618 1618 1752 1752 1752 1663 1663 1663 Adj Flow Rate, veh/h 394 1276 146 35 351 16 82 119 14 108 88 17 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 6 6 6 19 19 19 10 10 10 16 16 16 Cap, veh/h 1510 1867 213 110 643 29 148 156 129 182 192 156 Arrive On Green 0.45 0.60 0.60 0.07 0.22 0.22 0.09 0.09 0.09 0.12 0.12 0.12 Sat Flow, veh/h 3346 3104 353 1541 2977 135 1668 1752 1448 1584 1663 1350 Grp Volume(v), veh/h 394 705 717 35 180 187 82 119 14 108 88 17 Grp Sat Flow(s),veh/h/ln 1673 1721 1737 1541 1537 1575 1668 1752 1448 1584 1663 1350 Q Serve(g_s), s 11.0 41.4 42.1 3.2 15.6 15.8 7.1 10.0 1.3 9.7 7.4 1.7 Cycle Q Clear(g_c), s 11.0 41.4 42.1 3.2 15.6 15.8 7.1 10.0 1.3 9.7 7.4 1.7 Prop In Lane 1.00 0.20 1.00 0.09 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1510 1035 1045 110 332 340 148 156 129 182 192 156 V/C Ratio(X) 0.26 0.68 0.69 0.32 0.54 0.55 0.55 0.76 0.11 0.59 0.46 0.11 Avail Cap(c_a), veh/h 1510 1035 1045 144 332 340 301 316 262 433 455 369 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.6 20.2 20.3 66.1 52.2 52.3 65.5 66.8 62.9 63.0 62.0 59.5 Incr Delay (d2), s/veh 0.0 0.3 0.3 0.6 6.3 6.2 1.2 2.9 0.1 1.1 0.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 16.2 16.6 1.3 6.7 6.9 3.1 4.6 0.5 4.0 3.2 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.6 20.5 20.6 66.7 58.5 58.5 66.7 69.7 63.0 64.2 62.6 59.6 LnGrp LOS C C C EEEEEEEEE Approach Vol, veh/h 1816 402 215 213 Approach Delay, s/veh 21.7 59.2 68.1 63.2 Approach LOS C E E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 72.6 37.3 22.2 14.7 95.1 17.9 Change Period (Y+Rc), s 4.9 * 4.9 4.9 4.0 4.9 4.6 Max Green Setting (Gmax), s 31.1 * 32 41.0 14.0 50.0 27.1 Max Q Clear Time (g_c+I1), s 13.0 17.8 11.7 5.2 44.1 12.0 Green Ext Time (p_c), s 1.7 1.2 0.6 0.0 4.1 0.5 Intersection Summary HCM 6th Ctrl Delay 34.5 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 9: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.02/11/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 96 314 368 29 159 18 330 467 349 22 116 200 Future Volume (veh/h) 96 314 368 29 159 18 330 467 349 22 116 200 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 103 338 116 31 171 15 355 502 0 24 125 27 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 1439 1480 165 173 139 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 103 338 116 31 0 186 355 502 0 24 125 27 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 8.1 2.1 0.0 12.2 6.9 9.9 0.0 1.4 7.6 1.9 Cycle Q Clear(g_c), s 6.5 20.4 8.1 2.1 0.0 12.2 6.9 9.9 0.0 1.4 7.6 1.9 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 1439 1480 165 173 139 V/C Ratio(X) 0.46 0.83 0.34 0.36 0.00 0.80 0.25 0.34 0.15 0.72 0.19 Avail Cap(c_a), veh/h 201 426 354 144 0 364 1491 1533 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 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.3 47.9 40.7 47.7 0.0 43.1 19.1 20.0 0.0 42.8 45.6 43.0 Incr Delay (d2), s/veh 0.6 10.9 0.4 1.0 0.0 3.1 0.4 0.6 0.0 0.1 2.1 0.2 Initial Q Delay(d3),s/veh 0.0 42.8 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 2.8 17.0 3.0 0.8 0.0 4.8 2.8 4.1 0.0 0.6 3.2 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.9 101.5 41.1 48.7 0.0 46.2 19.5 20.6 0.0 42.9 47.7 43.2 LnGrp LOS D F D D A D B C D D D Approach Vol, veh/h 557 217 857 A 176 Approach Delay, s/veh 78.8 46.6 20.1 46.4 Approach LOS E D C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.0 27.8 51.4 17.4 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 11.9 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 6th Signalized Intersection Summary 10: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.02/11/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 122 182 147 320 167 168 160 39 404 202 650 98 Future Volume (veh/h) 122 182 147 320 167 168 160 39 404 202 650 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 0 337 176 0 168 41 0 213 684 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 148 311 474 249 198 868 523 1548 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 0 337 176 0 168 41 0 213 684 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 11.3 11.2 0.0 10.1 1.0 0.0 10.3 14.3 0.0 Cycle Q Clear(g_c), s 7.9 7.8 0.0 11.3 11.2 0.0 10.1 1.0 0.0 10.3 14.3 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 148 311 474 249 198 868 523 1548 V/C Ratio(X) 0.72 0.71 0.71 0.71 0.85 0.05 0.41 0.44 Avail Cap(c_a), veh/h 289 606 611 321 293 868 523 1548 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 0.87 0.87 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 47.5 47.5 0.0 45.5 29.6 0.0 29.1 19.8 0.0 Incr Delay (d2), s/veh 2.5 1.1 0.0 2.4 4.3 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 4.8 5.2 0.0 4.7 0.4 0.0 4.2 5.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.8 46.4 0.0 49.9 51.8 0.0 55.0 29.6 0.0 29.3 20.7 0.0 LnGrp LOS D D D D D C C C Approach Vol, veh/h 329 A 513 A 209 A 897 A Approach Delay, s/veh 46.8 50.6 50.0 22.8 Approach LOS DDDC Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 16.2 52.1 15.9 36.7 31.6 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 16.3 9.9 12.3 3.0 13.3 Green Ext Time (p_c), s 0.2 3.5 0.9 0.2 0.1 1.7 Intersection Summary HCM 6th Ctrl Delay 37.1 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, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 15: Gateway & Coporate Dwy 02/11/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 61 0 34 3 0 12 41 329 5 18 500 155 Future Volume (veh/h) 61 0 34 3 0 12 41 329 5 18 500 155 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.96 0.96 0.96 1.00 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1752 1752 1752 1500 1500 1500 1707 1707 1707 1796 1796 1796 Adj Flow Rate, veh/h 66 0 31 3 0 0 44 354 5 19 538 164 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, % 10 10 10 27 27 27 13 13 13 7 7 7 Cap, veh/h 298 0 213 215 0 0 53 2190 31 30 1669 506 Arrive On Green 0.15 0.00 0.15 0.15 0.00 0.00 0.03 0.67 0.67 0.02 0.65 0.65 Sat Flow, veh/h 1362 0 1419 805 0 0 1626 3273 46 1711 2552 774 Grp Volume(v), veh/h 66 0 31 3 0 0 44 175 184 19 359 343 Grp Sat Flow(s),veh/h/ln 1362 0 1419 805 0 0 1626 1622 1697 1711 1706 1620 Q Serve(g_s), s 0.0 0.0 1.5 0.2 0.0 0.0 2.1 3.1 3.1 0.8 7.0 7.1 Cycle Q Clear(g_c), s 2.8 0.0 1.5 3.0 0.0 0.0 2.1 3.1 3.1 0.8 7.0 7.1 Prop In Lane 1.00 1.00 1.00 0.00 1.00 0.03 1.00 0.48 Lane Grp Cap(c), veh/h 298 0 213 215 0 0 53 1085 1136 30 1116 1060 V/C Ratio(X) 0.22 0.00 0.15 0.01 0.00 0.00 0.83 0.16 0.16 0.64 0.32 0.32 Avail Cap(c_a), veh/h 508 0 446 390 0 0 511 1085 1136 537 1116 1060 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.8 0.0 28.2 30.1 0.0 0.0 36.8 4.7 4.7 37.3 5.8 5.8 Incr Delay (d2), s/veh 0.1 0.0 0.1 0.0 0.0 0.0 11.7 0.3 0.3 8.2 0.8 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 0.5 0.0 0.0 0.0 1.0 0.9 0.9 0.4 2.3 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.9 0.0 28.4 30.1 0.0 0.0 48.5 5.0 5.0 45.5 6.6 6.6 LnGrp LOS C A C C A A D A A D A A Approach Vol, veh/h 97 3 403 721 Approach Delay, s/veh 28.8 30.1 9.8 7.6 Approach LOS C C A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.3 55.7 15.5 6.5 54.5 15.5 Change Period (Y+Rc), s 4.0 4.5 4.0 4.0 4.5 4.0 Max Green Setting (Gmax), s 24.0 30.0 24.0 24.0 50.0 24.0 Max Q Clear Time (g_c+I1), s 2.8 5.1 4.8 4.1 9.1 5.0 Green Ext Time (p_c), s 0.0 1.4 0.2 0.0 3.2 0.0 Intersection Summary HCM 6th Ctrl Delay 10.0 HCM 6th LOS B HCM 6th Signalized Intersection Summary 16: Dubuque Ave./101 NB On Ramp & Oyster Point Blvd.02/11/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 501 1143 558 210 155 270 215 55 787 0 0 0 Future Volume (veh/h) 501 1143 558 210 155 270 215 55 787 0 0 0 Initial Q (Qb), veh 16 8 16 0000010 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1648 1648 1648 1856 1856 1856 Adj Flow Rate, veh/h 516 1178 287 216 160 110 222 57 811 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 17 17 17 3 3 3 Cap, veh/h 717 1652 681 306 557 831 1028 556 1108 Arrive On Green 0.19 0.44 0.44 0.10 0.35 0.35 0.30 0.30 0.30 Sat Flow, veh/h 3563 3741 1541 3045 1648 2458 3428 1856 2768 Grp Volume(v), veh/h 516 1178 287 216 160 110 222 57 811 Grp Sat Flow(s),veh/h/ln 1781 1870 1541 1522 1648 1229 1714 1856 1384 Q Serve(g_s), s 10.8 20.1 10.0 5.4 5.4 2.4 3.8 1.7 19.5 Cycle Q Clear(g_c), s 10.8 20.1 10.0 5.4 5.4 2.4 3.8 1.7 19.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 717 1652 681 306 557 831 1028 556 1108 V/C Ratio(X) 0.72 0.71 0.42 0.71 0.29 0.13 0.22 0.10 0.73 Avail Cap(c_a), veh/h 1321 1817 749 1051 801 1194 1183 640 1234 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.0 18.2 16.4 34.4 19.4 18.3 20.7 20.0 20.6 Incr Delay (d2), s/veh 1.0 1.4 0.6 1.1 0.4 0.1 0.0 0.0 1.6 Initial Q Delay(d3),s/veh 12.8 0.6 6.9 0.0 0.0 0.0 0.0 0.0 2.2 %ile BackOfQ(50%),veh/ln 6.6 9.1 6.3 2.0 2.2 0.7 1.5 0.8 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.9 20.2 23.9 35.6 19.8 18.4 20.8 20.0 24.5 LnGrp LOS DCCDBBCCC Approach Vol, veh/h 1981 486 1090 Approach Delay, s/veh 26.9 26.5 23.5 Approach LOS C C C Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 11.4 39.5 27.3 18.1 32.8 Change Period (Y+Rc), s 3.5 5.0 4.0 3.5 5.0 Max Green Setting (Gmax), s 27.0 38.0 27.0 29.0 38.0 Max Q Clear Time (g_c+I1), s 7.4 22.1 21.5 12.8 7.4 Green Ext Time (p_c), s 0.6 12.5 1.8 1.9 2.8 Intersection Summary HCM 6th Ctrl Delay 25.8 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 6th Signalized Intersection Summary 22: Veterans Blvd & Oyster Point Blvd.02/11/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 386 1615 94 4 317 25 59 4 6 36 2 92 Future Volume (veh/h) 386 1615 94 4 317 25 59 4 6 36 2 92 Initial Q (Qb), veh 0 32 0 0 26 0000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 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 1856 1856 1856 1574 1574 1574 1366 1366 1366 1678 1678 1678 Adj Flow Rate, veh/h 420 1755 100 4 345 24 64 4 0 39 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 22 22 22 36 36 36 15 15 15 Cap, veh/h 494 2333 117 9 1558 100 156 163 0 59 3 97 Arrive On Green 0.14 0.68 0.68 0.01 0.55 0.55 0.12 0.12 0.00 0.04 0.04 0.00 Sat Flow, veh/h 3428 3384 191 1499 2835 196 1301 1366 0 1523 78 2502 Grp Volume(v), veh/h 420 906 949 4 181 188 64 4 0 41 0 0 Grp Sat Flow(s),veh/h/ln 1714 1763 1812 1499 1495 1535 1301 1366 0 1602 0 1251 Q Serve(g_s), s 13.1 36.7 38.2 0.3 6.9 7.0 5.0 0.3 0.0 2.8 0.0 0.0 Cycle Q Clear(g_c), s 13.1 36.7 38.2 0.3 6.9 7.0 5.0 0.3 0.0 2.8 0.0 0.0 Prop In Lane 1.00 0.11 1.00 0.13 1.00 0.00 0.95 1.00 Lane Grp Cap(c), veh/h 494 1206 1243 9 817 840 156 163 0 62 0 97 V/C Ratio(X) 0.85 0.75 0.76 0.43 0.22 0.22 0.41 0.02 0.00 0.66 0.00 0.00 Avail Cap(c_a), veh/h 686 1206 1240 123 817 839 367 385 0 160 0 250 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 45.9 12.6 12.7 54.5 13.9 13.8 44.8 42.8 0.0 52.1 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.4 0.4 10.9 0.6 0.6 0.6 0.0 0.0 4.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 5.1 5.0 0.0 2.3 2.2 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.5 16.8 17.7 0.1 4.3 4.4 1.7 0.1 0.0 1.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.4 18.1 18.2 65.4 16.8 16.7 45.5 42.8 0.0 56.4 0.0 0.0 LnGrp LOS D BBEBBDDAEAA Approach Vol, veh/h 2275 373 68 41 Approach Delay, s/veh 23.4 17.3 45.3 56.4 Approach LOS C B D E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 19.9 64.7 17.2 4.7 79.9 8.3 Change Period (Y+Rc), s 4.0 4.6 4.0 4.0 4.6 4.0 Max Green Setting (Gmax), s 22.0 29.4 31.0 9.0 42.4 11.0 Max Q Clear Time (g_c+I1), s 15.1 9.0 7.0 2.3 40.2 4.8 Green Ext Time (p_c), s 0.7 1.9 0.1 0.0 1.7 0.0 Intersection Summary HCM 6th Ctrl Delay 23.6 HCM 6th LOS C HCM 6th Signalized Intersection Summary 23: Airport Blvd. & Sister Cities Blvd./Oyster Point Blvd.02/11/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 142 1432 35 74 157 139 23 188 378 392 328 211 Future Volume (veh/h) 142 1432 35 74 157 139 23 188 378 392 328 211 Initial Q (Qb), veh 0 50 0000001224240 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1826 1826 1826 1870 1870 1870 1826 1826 1826 Adj Flow Rate, veh/h 149 1507 34 78 165 47 24 198 398 413 345 47 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, %111555222555 Cap, veh/h 186 1896 28 324 986 273 83 272 687 549 848 387 Arrive On Green 0.10 0.36 0.36 0.12 0.39 0.39 0.05 0.14 0.14 0.15 0.24 0.24 Sat Flow, veh/h 1795 5175 117 3374 2684 743 1781 1870 2790 3374 3469 1501 Grp Volume(v), veh/h 149 999 542 78 105 107 24 198 398 413 345 47 Grp Sat Flow(s),veh/h/ln 1795 1716 1861 1687 1735 1692 1781 1870 1395 1687 1735 1501 Q Serve(g_s), s 6.5 21.0 21.0 1.7 3.2 3.3 1.0 8.2 2.6 9.5 6.7 2.0 Cycle Q Clear(g_c), s 6.5 21.0 21.0 1.7 3.2 3.3 1.0 8.2 2.6 9.5 6.7 2.0 Prop In Lane 1.00 0.06 1.00 0.44 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 186 1244 678 324 637 622 83 272 687 549 848 387 V/C Ratio(X) 0.80 0.80 0.80 0.24 0.16 0.17 0.29 0.73 0.58 0.75 0.41 0.12 Avail Cap(c_a), veh/h 292 1244 675 394 673 657 200 304 779 590 821 355 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.0 24.3 24.2 33.5 17.1 17.1 36.9 32.7 11.6 33.0 26.2 22.8 Incr Delay (d2), s/veh 3.7 5.6 9.6 0.1 0.5 0.6 0.7 6.0 0.4 4.3 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 26.3 21.8 0.0 0.0 0.0 0.0 0.0 5.2 55.8 9.7 0.0 %ile BackOfQ(50%),veh/ln 3.0 15.3 16.4 0.7 1.3 1.3 0.5 3.9 2.4 9.2 4.7 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.8 56.2 55.5 33.6 17.6 17.7 37.6 38.7 17.2 93.1 36.1 22.8 LnGrp LOS D E E C B B D D B F D C Approach Vol, veh/h 1690 290 620 805 Approach Delay, s/veh 54.4 22.0 24.8 64.6 Approach LOS D C C E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.7 23.9 12.3 36.1 15.8 15.8 14.3 34.0 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 4.0 5.0 5.0 * 5 Max Green Setting (Gmax), s 9.0 18.0 13.0 22.0 14.0 13.0 6.0 * 29 Max Q Clear Time (g_c+I1), s 3.0 8.7 8.5 5.3 11.5 10.2 3.7 23.0 Green Ext Time (p_c), s 0.0 1.0 0.1 0.6 0.3 0.6 0.0 3.7 Intersection Summary HCM 6th Ctrl Delay 48.7 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. HCM 6th Signalized Intersection Summary 39: Dubuque Ave. & 101 NB Off Ramp/101 SB On Ramp 02/11/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 938 2 74 1 0 5 40 114 1 2 150 616 Future Volume (veh/h) 938 2 74 1 0 5 40 114 1 2 150 616 Initial Q (Qb), veh 24 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 0.99 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 1856 1856 1856 1411 1411 1411 1781 1781 1781 1767 1767 1767 Adj Flow Rate, veh/h 1021 0 40 1 0 0 43 124 0 2 163 480 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 3 3 33 33 33 888999 Cap, veh/h 1424 0 633 3 0 0 64 642 0 92 436 1715 Arrive On Green 0.39 0.00 0.39 0.00 0.00 0.00 0.04 0.37 0.00 0.26 0.26 0.26 Sat Flow, veh/h 3534 0 1572 1344 0 0 1697 1781 0 5 1759 2635 Grp Volume(v), veh/h 1021 0 40 1 0 0 43 124 0 165 0 480 Grp Sat Flow(s),veh/h/ln 1767 0 1572 1344 0 0 1697 1781 0 1764 0 1317 Q Serve(g_s), s 9.8 0.0 0.6 0.0 0.0 0.0 1.0 1.8 0.0 0.0 0.0 3.1 Cycle Q Clear(g_c), s 9.8 0.0 0.6 0.0 0.0 0.0 1.0 1.8 0.0 3.0 0.0 3.1 Prop In Lane 1.00 1.00 1.00 0.00 1.00 0.00 0.01 1.00 Lane Grp Cap(c), veh/h 1424 0 633 3 0 0 64 642 0 528 0 1715 V/C Ratio(X) 0.72 0.00 0.06 0.30 0.00 0.00 0.67 0.19 0.00 0.31 0.00 0.28 Avail Cap(c_a), veh/h 2710 0 1206 687 0 0 867 2641 0 1666 0 3373 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 10.6 0.0 7.4 20.3 0.0 0.0 19.3 9.1 0.0 12.8 0.0 3.0 Incr Delay (d2), s/veh 0.3 0.0 0.0 43.9 0.0 0.0 11.4 0.1 0.0 0.3 0.0 0.1 Initial Q Delay(d3),s/veh 7.2 0.0 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 4.8 0.0 0.2 0.0 0.0 0.0 0.6 0.6 0.0 1.1 0.0 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.1 0.0 7.4 64.2 0.0 0.0 30.7 9.2 0.0 13.1 0.0 3.1 LnGrp LOS BAAEAACAABAA Approach Vol, veh/h 1061 1 167 645 Approach Delay, s/veh 17.7 64.2 14.7 5.7 Approach LOS BEBA Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 4.5 13.5 3.0 18.0 18.1 Change Period (Y+Rc), s 3.0 3.5 3.0 3.5 3.0 Max Green Setting (Gmax), s 20.0 35.0 20.0 58.0 30.0 Max Q Clear Time (g_c+I1), s 3.0 5.1 2.0 3.8 11.8 Green Ext Time (p_c), s 0.1 2.8 0.0 0.4 3.3 Intersection Summary HCM 6th Ctrl Delay 13.3 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. HCM Signalized Intersection Capacity Analysis 2: Airport Blvd. & Grand Ave.02/11/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 186 214 82 198 114 63 33 333 282 388 391 124 Future Volume (vph) 186 214 82 198 114 63 33 333 282 388 391 124 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Lane Util. Factor 0.95 0.97 1.00 1.00 1.00 0.95 1.00 0.91 0.91 1.00 Frpb, ped/bikes 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (prot) 2999 2814 1527 1298 1464 2927 1309 1421 2954 1281 Flt Permitted 0.98 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (perm) 2999 2814 1527 1298 1464 2927 1309 1421 2954 1281 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) 196 225 86 208 120 66 35 351 297 408 412 131 RTOR Reduction (vph) 0 17 0 0 0 59 0000086 Lane Group Flow (vph) 0 490 0 208 120 7 35 351 297 265 555 45 Confl. Peds. (#/hr) 58 20 Confl. Bikes (#/hr) 9 3 3 Heavy Vehicles (%) 2% 2% 2% 12% 12% 12% 11% 11% 11% 4% 4% 4% Turn Type Split NA Split NA Perm Split NA custom Split NA Perm Protected Phases 4 4 7 7 6 6 2 6 7! 2! 2 Permitted Phases 7 2 Actuated Green, G (s) 22.7 11.0 11.0 11.0 16.2 16.2 73.4 36.4 36.4 36.4 Effective Green, g (s) 22.7 11.0 11.0 11.0 16.2 16.2 73.4 36.4 36.4 36.4 Actuated g/C Ratio 0.22 0.10 0.10 0.10 0.15 0.15 0.70 0.35 0.35 0.35 Clearance Time (s) 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Vehicle Extension (s) 2.0 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 648 294 159 135 225 451 915 492 1024 444 v/s Ratio Prot c0.16 0.07 c0.08 0.02 c0.12 0.23 0.19 c0.19 v/s Ratio Perm 0.01 0.04 v/c Ratio 0.76 0.71 0.75 0.05 0.16 0.78 0.32 0.54 0.54 0.10 Uniform Delay, d1 38.6 45.4 45.7 42.3 38.5 42.7 6.2 27.6 27.6 23.2 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 4.5 7.6 18.2 0.2 0.2 7.9 0.2 4.2 2.1 0.5 Delay (s) 43.0 53.0 63.9 42.5 38.7 50.6 6.3 31.7 29.7 23.7 Level of Service D D E D D D A C C C Approach Delay (s) 43.0 54.6 30.7 29.4 Approach LOS DDCC Intersection Summary HCM 2000 Control Delay 36.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 105.0 Sum of lost time (s) 18.7 Intersection Capacity Utilization 72.2% ICU Level of Service C Analysis Period (min) 15 ! Phase conflict between lane groups. c Critical Lane Group HCM Signalized Intersection Capacity Analysis 3: Grand Ave. & Dubuque Ave.02/11/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 42 842 518 40 54 19 Future Volume (vph) 42 842 518 40 54 19 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.9 4.9 4.2 4.2 Lane Util. Factor 1.00 0.91 0.91 1.00 1.00 Frt 1.00 1.00 0.99 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1736 4988 4541 1703 1524 Flt Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1736 4988 4541 1703 1524 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 45 905 557 43 58 20 RTOR Reduction (vph)0030018 Lane Group Flow (vph) 45 905 597 0 58 2 Heavy Vehicles (%) 4% 4% 13% 13% 6% 6% Turn Type Prot NA NA Prot Perm Protected Phases 5 2 6 3 Permitted Phases 3 Actuated Green, G (s) 5.6 81.3 71.7 9.6 9.6 Effective Green, g (s) 5.6 81.3 71.7 9.6 9.6 Actuated g/C Ratio 0.06 0.81 0.72 0.10 0.10 Clearance Time (s) 4.0 4.9 4.9 4.2 4.2 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 97 4055 3255 163 146 v/s Ratio Prot c0.03 c0.18 0.13 c0.03 v/s Ratio Perm 0.00 v/c Ratio 0.46 0.22 0.18 0.36 0.01 Uniform Delay, d1 45.7 2.1 4.6 42.3 40.9 Progression Factor 1.00 1.00 0.96 1.00 1.00 Incremental Delay, d2 1.3 0.1 0.1 0.5 0.0 Delay (s) 47.0 2.3 4.5 42.8 40.9 Level of Service D A A D D Approach Delay (s) 4.4 4.5 42.3 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 6.3 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.27 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.1 Intersection Capacity Utilization 40.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 17: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Po02/11/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 3 Movement EBU EBL EBT EBR WBL2 WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 1 318 1257 354 46 402 20 208 92 127 7 16 Future Volume (vph) 1 318 1257 354 46 402 20 208 92 127 7 16 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.6 4.0 4.6 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.91 1.00 0.91 0.91 0.91 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.99 1.00 1.00 0.85 0.92 Flt Protected 0.95 1.00 0.95 1.00 0.95 0.99 1.00 0.99 Satd. Flow (prot) 1752 4850 1480 4213 3042 1586 1395 2789 Flt Permitted 0.95 1.00 0.95 1.00 0.95 0.99 1.00 0.99 Satd. Flow (perm) 1752 4850 1480 4213 3042 1586 1395 2789 Peak-hour factor, PHF 0.92 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 1 361 1428 402 52 457 23 236 105 144 8 18 RTOR Reduction (vph)000004000116051 Lane Group Flow (vph) 0 362 1830 0 52 476 0 212 129 28 0 2 Confl. Peds. (#/hr) 9 51 Confl. Bikes (#/hr) 9 1 4 Heavy Vehicles (%) 2% 3% 3% 3% 22% 22% 22% 8% 8% 8% 17% 17% Turn Type Prot Prot NA Prot NA Split NA Perm Split NA Protected Phases 1 1 6 5 2 4 4 7 7 Permitted Phases 4 Actuated Green, G (s) 14.6 36.4 7.3 29.1 23.0 23.0 23.0 3.4 Effective Green, g (s) 14.6 36.4 7.3 29.1 23.0 23.0 23.0 3.4 Actuated g/C Ratio 0.12 0.31 0.06 0.24 0.19 0.19 0.19 0.03 Clearance Time (s) 4.0 4.6 4.0 4.6 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 3.0 2.0 3.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 214 1482 90 1029 587 306 269 79 v/s Ratio Prot c0.21 c0.38 0.04 0.11 0.07 c0.08 c0.00 v/s Ratio Perm 0.02 v/c Ratio 1.69 1.23 0.58 0.46 0.36 0.42 0.10 0.02 Uniform Delay, d1 52.2 41.4 54.4 38.3 41.7 42.2 39.6 56.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 330.6 111.7 5.5 0.3 0.1 0.3 0.1 0.0 Delay (s) 382.8 153.1 59.9 38.7 41.8 42.5 39.6 56.3 Level of Service F F E D D D D E Approach Delay (s) 191.0 40.7 41.4 56.3 Approach LOS F D D E Intersection Summary HCM 2000 Control Delay 124.9 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.06 Actuated Cycle Length (s) 119.1 Sum of lost time (s) 21.1 Intersection Capacity Utilization 99.3% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 17: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Po02/11/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 4 Movement SBR2 NER NER2 Lane Configurations Traffic Volume (vph) 24 704 366 Future Volume (vph) 24 704 366 Ideal Flow (vphpl) 1900 1990 1900 Total Lost time (s) 4.5 4.5 Lane Util. Factor *0.95 1.00 Frpb, ped/bikes 1.00 1.00 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 3781 1615 Flt Permitted 1.00 1.00 Satd. Flow (perm) 3781 1615 Peak-hour factor, PHF 0.88 0.88 0.88 Adj. Flow (vph) 27 800 416 RTOR Reduction (vph) 0 0 0 Lane Group Flow (vph) 0 800 416 Confl. Peds. (#/hr) 63 Confl. Bikes (#/hr) 2 Heavy Vehicles (%) 17% 0% 0% Turn Type Prot Prot Protected Phases 3 3 Permitted Phases Actuated Green, G (s) 27.9 27.9 Effective Green, g (s) 27.9 27.9 Actuated g/C Ratio 0.23 0.23 Clearance Time (s) 4.5 4.5 Vehicle Extension (s) 2.0 2.0 Lane Grp Cap (vph) 885 378 v/s Ratio Prot 0.21 c0.26 v/s Ratio Perm v/c Ratio 0.90 1.10 Uniform Delay, d1 44.3 45.6 Progression Factor 1.00 1.00 Incremental Delay, d2 12.2 76.2 Delay (s) 56.5 121.8 Level of Service E F Approach Delay (s) Approach LOS Intersection Summary HCM Signalized Intersection Capacity Analysis 43: Eccles & Forbes 02/11/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 135 477 3 1 116 24 2 2 0 51 2 70 Future Volume (vph) 135 477 3 1 116 24 2 2 0 51 2 70 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.97 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.98 0.95 1.00 Satd. Flow (prot) 1752 3502 1378 2670 1854 1523 1357 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.73 1.00 Satd. Flow (perm) 1752 3502 1378 2670 1900 1167 1357 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 157 555 3 1 135 28 2 2 0 59 2 81 RTOR Reduction (vph)0000000000071 Lane Group Flow (vph) 157 558 0 1 163 004006110 Confl. Peds. (#/hr) 11 Confl. Bikes (#/hr) 1 1 Heavy Vehicles (%) 3% 3% 3% 31% 31% 31% 0% 0% 0% 19% 19% 19% Turn Type Prot NA Prot NA Perm NA Perm NA Perm Protected Phases 5 2 1 6 3 4 Permitted Phases 3 4 4 Actuated Green, G (s) 9.1 27.5 0.6 19.0 0.6 6.2 6.2 Effective Green, g (s) 9.1 27.5 0.6 19.0 0.6 6.2 6.2 Actuated g/C Ratio 0.18 0.54 0.01 0.37 0.01 0.12 0.12 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.5 2.0 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 313 1892 16 996 22 142 165 v/s Ratio Prot c0.09 c0.16 0.00 0.06 v/s Ratio Perm c0.00 c0.05 0.01 v/c Ratio 0.50 0.29 0.06 0.16 0.18 0.43 0.06 Uniform Delay, d1 18.9 6.4 24.9 10.6 24.9 20.7 19.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.1 0.6 0.1 1.4 0.8 0.1 Delay (s) 19.3 6.5 25.5 10.7 26.4 21.5 19.8 Level of Service B A C B C C B Approach Delay (s) 9.3 10.8 26.4 20.5 Approach LOS A B C C Intersection Summary HCM 2000 Control Delay 11.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.39 Actuated Cycle Length (s) 50.9 Sum of lost time (s) 16.0 Intersection Capacity Utilization 35.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM 6th AWSC 35: Allerton Ave. & Forbes Blvd.02/13/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 1 Intersection Intersection Delay, s/veh 21.1 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 79 24 104 419 2 318 0 73 0 1 0 Future Vol, veh/h 3 79 24 104 419 2 318 0 73 0 1 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 Heavy Vehicles, % 22 22 22 10 10 10 7 7 7 100 100 100 Mvmt Flow 3 83 25 109 441 2 335 0 77 0 1 0 Number of Lanes 011110011010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 1 2 2 HCM Control Delay 11 24.1 19.9 12.2 HCM LOS B C C B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 100% 0% 4% 0% 100% 0% 0% Vol Thru, % 0% 0% 96% 0% 0% 100% 100% Vol Right, % 0% 100% 0% 100% 0% 0% 0% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 318 73 82 24 104 421 1 LT Vol 318 0 3 0 104 0 0 Through Vol 0 0 79 0 0 419 1 RT Vol 0 73 0 24 0 2 0 Lane Flow Rate 335 77 86 25 109 443 1 Geometry Grp 7777776 Degree of Util (X) 0.656 0.125 0.173 0.045 0.207 0.773 0.003 Departure Headway (Hd) 7.059 5.846 7.199 6.464 6.791 6.28 9.069 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 512 612 497 552 529 576 393 Service Time 4.808 3.595 4.966 4.23 4.535 4.025 7.152 HCM Lane V/C Ratio 0.654 0.126 0.173 0.045 0.206 0.769 0.003 HCM Control Delay 22.3 9.4 11.5 9.5 11.3 27.3 12.2 HCM Lane LOS C ABABDB HCM 95th-tile Q 4.7 0.4 0.6 0.1 0.8 7.1 0 HCM 6th Signalized Intersection Summary 1: Gateway & Corporate 02/13/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM 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) 130 4 61 8 4 12 27 579 5 8 253 12 Future Volume (veh/h) 130 4 61 8 4 12 27 579 5 8 253 12 Initial Q (Qb), veh 0000000220000 Ped-Bike Adj(A_pbT) 0.96 0.96 0.96 0.95 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1648 1648 1648 1796 1796 1796 1811 1811 1811 Adj Flow Rate, veh/h 141 46941296295927510 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 1 1 17 17 17 777666 Cap, veh/h 334 117 176 301 222 56 83 2160 16 31 2003 73 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.05 0.62 0.62 0.02 0.59 0.59 Sat Flow, veh/h 1370 664 996 1193 1257 314 1711 3469 28 1725 3382 123 Grp Volume(v), veh/h 141 0 10 9 0 5 29 309 325 9 139 146 Grp Sat Flow(s),veh/h/ln 1370 0 1660 1193 0 1572 1711 1706 1790 1725 1721 1784 Q Serve(g_s), s 7.1 0.0 0.4 0.5 0.0 0.2 1.2 6.3 6.3 0.4 2.7 2.7 Cycle Q Clear(g_c), s 7.3 0.0 0.4 0.8 0.0 0.2 1.2 6.3 6.3 0.4 2.7 2.7 Prop In Lane 1.00 0.60 1.00 0.20 1.00 0.02 1.00 0.07 Lane Grp Cap(c), veh/h 334 0 293 301 0 278 83 1062 1114 31 1019 1057 V/C Ratio(X) 0.42 0.00 0.03 0.03 0.00 0.02 0.35 0.29 0.29 0.29 0.14 0.14 Avail Cap(c_a), veh/h 657 0 684 582 0 647 237 1062 1114 239 1019 1057 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.5 0.0 25.6 25.9 0.0 25.5 34.5 7.0 7.0 36.3 6.8 6.8 Incr Delay (d2), s/veh 0.3 0.0 0.0 0.0 0.0 0.0 0.9 0.7 0.7 1.8 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 1.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 0.1 0.1 0.0 0.1 0.5 3.1 3.2 0.2 0.9 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.8 0.0 25.6 25.9 0.0 25.5 35.5 8.8 8.6 38.2 7.1 7.1 LnGrp LOS C A C C A C D A A D A A Approach Vol, veh/h 151 14 663 294 Approach Delay, s/veh 28.6 25.8 9.9 8.0 Approach LOS C C A A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.4 51.8 17.9 7.6 49.5 17.9 Change Period (Y+Rc), s 4.0 5.1 4.6 4.0 5.1 4.6 Max Green Setting (Gmax), s 10.4 20.0 30.9 10.4 20.0 30.9 Max Q Clear Time (g_c+I1), s 2.4 8.3 9.3 3.2 4.7 2.8 Green Ext Time (p_c), s 0.0 2.1 0.2 0.0 0.9 0.0 Intersection Summary HCM 6th Ctrl Delay 12.1 HCM 6th LOS B HCM 6th Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave.02/13/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 217 28 11 1409 233 229 Future Volume (veh/h) 217 28 11 1409 233 229 Initial Q (Qb), veh 0 0 0 30 5 0 Ped-Bike Adj(A_pbT) 0.96 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1781 1781 1856 1856 1781 1781 Adj Flow Rate, veh/h 219 19 11 1423 235 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %883388 Cap, veh/h 3106 263 28 3703 296 Arrive On Green 1.00 1.00 0.02 0.76 0.16 0.00 Sat Flow, veh/h 4712 385 1767 5233 1697 2657 Grp Volume(v), veh/h 154 84 11 1423 235 0 Grp Sat Flow(s),veh/h/ln 1621 1694 1767 1689 1697 1329 Q Serve(g_s), s 0.0 0.0 0.6 9.5 13.4 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.6 9.5 13.4 0.0 Prop In Lane 0.23 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2213 1156 28 3703 296 V/C Ratio(X) 0.07 0.07 0.39 0.38 0.79 Avail Cap(c_a), veh/h 2272 1187 141 3832 696 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.83 0.83 1.00 0.00 Uniform Delay (d), s/veh 0.2 0.2 48.7 6.2 40.1 0.0 Incr Delay (d2), s/veh 0.1 0.1 2.8 0.3 4.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.8 10.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.1 0.3 4.6 7.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.2 0.3 51.5 7.3 55.0 0.0 LnGrp LOS A A D A E Approach Vol, veh/h 238 1434 235 A Approach Delay, s/veh 0.3 7.6 55.0 Approach LOS A A E Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 5.6 74.1 79.6 20.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 39.0 51.0 41.0 Max Q Clear Time (g_c+I1), s 2.6 2.0 11.5 15.4 Green Ext Time (p_c), s 0.0 1.0 8.7 0.9 Intersection Summary HCM 6th Ctrl Delay 12.5 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave.02/13/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 103 267 76 351 1134 177 75 125 70 59 314 211 Future Volume (veh/h) 103 267 76 351 1134 177 75 125 70 59 314 211 Initial Q (Qb), veh 00003400000320 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.95 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 1722 1722 1722 1870 1870 1870 1767 1767 1767 1856 1856 1856 Adj Flow Rate, veh/h 106 275 51 362 1169 171 77 129 0 61 324 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 12 12 12 222999333 Cap, veh/h 405 1703 304 381 1776 219 151 523 152 530 Arrive On Green 0.27 0.45 0.45 0.43 0.77 0.77 0.09 0.13 0.00 0.09 0.12 0.00 Sat Flow, veh/h 1640 4003 714 1781 4461 652 1682 3445 0 1767 3618 0 Grp Volume(v), veh/h 106 213 113 362 892 448 77 129 0 61 324 0 Grp Sat Flow(s),veh/h/ln 1640 1567 1583 1781 1702 1710 1682 1678 0 1767 1763 0 Q Serve(g_s), s 7.5 6.0 6.3 29.4 18.7 18.7 6.5 5.2 0.0 4.9 13.4 0.0 Cycle Q Clear(g_c), s 7.5 6.0 6.3 29.4 18.7 18.7 6.5 5.2 0.0 4.9 13.4 0.0 Prop In Lane 1.00 0.45 1.00 0.38 1.00 0.00 1.00 0.00 Lane Grp Cap(c), veh/h 405 1333 673 381 1316 669 151 523 152 530 V/C Ratio(X) 0.26 0.16 0.17 0.95 0.68 0.67 0.51 0.25 0.40 0.61 Avail Cap(c_a), veh/h 451 1422 718 539 1316 661 214 866 225 917 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.99 0.67 0.67 0.67 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 45.7 26.8 26.9 42.1 13.5 13.3 65.1 55.8 0.0 64.9 62.1 0.0 Incr Delay (d2), s/veh 0.1 0.3 0.5 14.4 1.9 3.6 1.0 0.1 0.0 0.6 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 6.6 6.3 0.0 0.0 0.0 0.0 67.5 0.0 %ile BackOfQ(50%),veh/ln 3.2 2.5 2.7 12.5 7.1 7.3 2.9 2.2 0.0 2.2 13.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.9 27.1 27.5 56.5 22.0 23.1 66.1 55.9 0.0 65.5 130.1 0.0 LnGrp LOS D C C E C C E E E F Approach Vol, veh/h 432 1702 206 A 385 A Approach Delay, s/veh 31.8 29.6 59.7 119.8 Approach LOS C C E F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 36.1 72.9 18.3 22.6 46.1 62.9 16.9 24.1 Change Period (Y+Rc), s 4.0 4.9 4.9 * 4.6 4.9 * 4.9 4.0 4.9 Max Green Setting (Gmax), s 45.4 29.0 19.1 * 39 16.4 * 58 19.1 38.7 Max Q Clear Time (g_c+I1), s 31.4 8.3 8.5 15.4 9.5 20.7 6.9 7.2 Green Ext Time (p_c), s 0.7 1.3 0.1 1.2 0.1 7.3 0.1 0.5 Intersection Summary HCM 6th Ctrl Delay 45.0 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 6: Harbor Wy./Forbes Blvd. & E. Grand Ave.02/13/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 109 216 71 86 1100 14 188 34 29 36 186 374 Future Volume (veh/h) 109 216 71 86 1100 14 188 34 29 36 186 374 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.88 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1663 1663 1663 1856 1856 1856 1767 1767 1767 1826 1826 1826 Adj Flow Rate, veh/h 115 227 75 91 1158 14 224 0 2 38 196 166 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, % 16 16 16 333999555 Cap, veh/h 916 1266 406 161 1189 14 302 0 130 278 291 238 Arrive On Green 0.20 0.36 0.36 0.09 0.33 0.33 0.09 0.00 0.09 0.16 0.16 0.16 Sat Flow, veh/h 3072 2341 751 1767 3561 43 3365 0 1452 1739 1826 1493 Grp Volume(v), veh/h 115 151 151 91 573 599 224 0 2 38 196 166 Grp Sat Flow(s),veh/h/ln 1536 1580 1512 1767 1763 1841 1682 0 1452 1739 1826 1493 Q Serve(g_s), s 4.6 9.8 10.2 7.4 48.1 48.2 9.7 0.0 0.2 2.8 15.2 15.8 Cycle Q Clear(g_c), s 4.6 9.8 10.2 7.4 48.1 48.2 9.7 0.0 0.2 2.8 15.2 15.8 Prop In Lane 1.00 0.50 1.00 0.02 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 916 854 818 161 589 615 302 0 130 278 291 238 V/C Ratio(X) 0.13 0.18 0.18 0.56 0.97 0.97 0.74 0.00 0.02 0.14 0.67 0.70 Avail Cap(c_a), veh/h 916 854 818 284 589 615 628 0 271 475 499 408 HCM Platoon Ratio 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.98 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.0 25.1 25.2 65.3 49.3 49.3 66.6 0.0 62.2 54.2 59.3 59.6 Incr Delay (d2), s/veh 0.1 0.4 0.5 1.2 31.1 30.4 1.4 0.0 0.0 0.1 1.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 4.0 4.0 3.4 26.2 27.3 4.2 0.0 0.1 1.3 7.1 6.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.0 25.5 25.7 66.5 80.4 79.7 67.9 0.0 62.3 54.2 60.3 61.0 LnGrp LOS D C C E F EEAEDEE Approach Vol, veh/h 417 1263 226 400 Approach Delay, s/veh 30.7 79.1 67.9 60.0 Approach LOS C E E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 48.7 55.0 27.9 18.6 85.1 18.3 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 13.1 50.1 41.0 24.1 39.1 28.0 Max Q Clear Time (g_c+I1), s 6.6 50.2 17.8 9.4 12.2 11.7 Green Ext Time (p_c), s 0.2 0.0 1.2 0.1 1.7 0.5 Intersection Summary HCM 6th Ctrl Delay 65.9 HCM 6th LOS E Notes User approved volume balancing among the lanes for turning movement. HCM 6th Signalized Intersection Summary 9: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.02/13/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 100 391 58 355 14 486 195 61 5 189 546 Future Volume (veh/h) 50 100 391 58 355 14 486 195 61 5 189 546 Initial Q (Qb), veh 00002500000720 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 53 143 131 62 378 13 517 207 0 5 201 346 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 127 482 402 137 494 4 831 855 391 410 332 Arrive On Green 0.07 0.23 0.23 0.08 0.24 0.24 0.29 0.29 0.00 0.22 0.22 0.22 Sat Flow, veh/h 1697 1781 1484 1725 1739 60 3264 3445 0 1753 1841 1489 Grp Volume(v), veh/h 53 143 131 62 0 391 517 207 0 5 201 346 Grp Sat Flow(s),veh/h/ln 1697 1781 1484 1725 0 1798 1632 1678 0 1753 1841 1489 Q Serve(g_s), s 3.1 7.0 7.8 3.6 0.0 22.2 14.0 4.9 0.0 0.2 10.0 23.4 Cycle Q Clear(g_c), s 3.1 7.0 7.8 3.6 0.0 22.2 14.0 4.9 0.0 0.2 10.0 23.4 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 127 482 402 137 0 494 831 855 391 410 332 V/C Ratio(X) 0.42 0.30 0.33 0.45 0.00 0.79 0.62 0.24 0.01 0.49 1.04 Avail Cap(c_a), veh/h 179 492 410 182 0 497 955 982 391 410 332 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.73 0.73 0.73 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.4 30.4 30.6 46.1 0.0 38.1 34.7 31.1 0.0 31.8 40.8 40.8 Incr Delay (d2), s/veh 0.6 0.2 0.3 0.9 0.0 7.8 3.5 0.7 0.0 0.0 0.3 60.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 88.7 0.0 0.0 0.0 0.0 402.4 0.0 %ile BackOfQ(50%),veh/ln 1.3 2.9 2.7 1.6 0.0 25.6 6.1 2.1 0.0 0.1 56.3 14.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.0 30.6 30.9 47.0 0.0 134.5 38.2 31.8 0.0 31.8 443.5 101.7 LnGrp LOS DCCDAFDC CFF Approach Vol, veh/h 327 453 724 A 552 Approach Delay, s/veh 33.4 122.5 36.3 225.5 Approach LOS C F D F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.4 29.0 35.3 11.9 29.5 28.3 Change Period (Y+Rc), s 4.0 4.6 4.6 4.0 4.6 4.9 Max Green Setting (Gmax), s 11.1 29.0 23.4 11.1 29.0 23.4 Max Q Clear Time (g_c+I1), s 5.6 9.8 16.0 5.1 24.2 25.4 Green Ext Time (p_c), s 0.0 1.0 1.6 0.0 0.7 0.0 Intersection Summary HCM 6th Ctrl Delay 105.6 HCM 6th LOS F Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 10: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.02/13/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 169 169 200 785 224 378 101 15 269 158 839 130 Future Volume (veh/h) 169 169 200 785 224 378 101 15 269 158 839 130 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 0 826 236 0 106 16 0 166 883 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 381 200 893 469 142 821 380 1378 Arrive On Green 0.11 0.11 0.00 0.26 0.26 0.00 0.09 0.26 0.00 0.21 0.39 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 0 826 236 0 106 16 0 166 883 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 6.5 9.5 0.0 28.0 13.3 0.0 7.8 0.4 0.0 9.8 24.4 0.0 Cycle Q Clear(g_c), s 6.5 9.5 0.0 28.0 13.3 0.0 7.8 0.4 0.0 9.8 24.4 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 381 200 893 469 142 821 380 1378 V/C Ratio(X) 0.52 0.74 0.93 0.50 0.75 0.02 0.44 0.64 Avail Cap(c_a), veh/h 635 334 914 480 160 821 380 1378 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.44 0.44 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 50.4 51.7 0.0 43.3 37.9 0.0 53.3 33.2 0.0 40.8 29.7 0.0 Incr Delay (d2), s/veh 0.4 2.0 0.0 7.6 0.4 0.0 12.7 0.0 0.0 0.3 2.3 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 4.4 0.0 12.9 6.0 0.0 3.6 0.2 0.0 4.3 10.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 50.8 53.7 0.0 50.9 38.3 0.0 66.0 33.3 0.0 41.1 32.0 0.0 LnGrp LOS D D D D E C D C Approach Vol, veh/h 347 A 1062 A 122 A 1049 A Approach Delay, s/veh 52.1 48.1 61.7 33.4 Approach LOS D D E C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.7 51.8 17.8 30.7 35.8 35.7 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 12.0 36.0 22.1 17.1 * 31 31.8 Max Q Clear Time (g_c+I1), s 9.8 26.4 11.5 11.8 2.4 30.0 Green Ext Time (p_c), s 0.0 4.5 0.8 0.1 0.0 1.1 Intersection Summary HCM 6th Ctrl Delay 43.3 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 15: Gateway & Coporate Dwy 02/13/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 274 0 76 4 0 27 10 887 3 31 151 44 Future Volume (veh/h) 274 0 76 4 0 27 10 887 3 31 151 44 Initial Q (Qb), veh 0000000440000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1841 1841 1841 1796 1796 1796 Adj Flow Rate, veh/h 311 0 66 5 0 4 11 1008 3 35 172 45 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %000000444777 Cap, veh/h 372 0 438 64 18 14 19 1991 5 45 1536 390 Arrive On Green 0.27 0.00 0.27 0.27 0.00 0.27 0.01 0.56 0.56 0.03 0.57 0.57 Sat Flow, veh/h 1056 0 1596 0 65 52 1753 3577 11 1711 2685 682 Grp Volume(v), veh/h 311 0 66 9 0 0 11 493 518 35 107 110 Grp Sat Flow(s),veh/h/ln 1056 0 1596 117 0 0 1753 1749 1839 1711 1706 1661 Q Serve(g_s), s 0.0 0.0 2.7 0.0 0.0 0.0 0.5 15.2 15.2 1.8 2.5 2.6 Cycle Q Clear(g_c), s 24.0 0.0 2.7 24.0 0.0 0.0 0.5 15.2 15.2 1.8 2.5 2.6 Prop In Lane 1.00 1.00 0.56 0.44 1.00 0.01 1.00 0.41 Lane Grp Cap(c), veh/h 372 0 438 96 0 0 19 973 1023 45 976 950 V/C Ratio(X) 0.84 0.00 0.15 0.09 0.00 0.00 0.59 0.51 0.51 0.78 0.11 0.12 Avail Cap(c_a), veh/h 372 0 438 96 0 0 481 973 1023 470 976 950 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.5 0.0 24.0 26.0 0.0 0.0 43.1 13.3 13.3 42.3 8.6 8.6 Incr Delay (d2), s/veh 14.4 0.0 0.1 0.2 0.0 0.0 10.3 1.9 1.8 10.4 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.5 6.7 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.0 0.0 1.0 0.1 0.0 0.0 0.3 10.1 10.3 0.9 0.9 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.9 0.0 24.1 26.2 0.0 0.0 53.3 22.7 21.8 52.7 8.8 8.8 LnGrp LOS D A C C A A DCCDAA Approach Vol, veh/h 377 9 1022 252 Approach Delay, s/veh 42.9 26.2 22.6 14.9 Approach LOS D C C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.3 53.1 28.0 4.9 54.5 28.0 Change Period (Y+Rc), s 4.0 4.5 4.0 4.0 4.5 4.0 Max Green Setting (Gmax), s 24.0 30.0 24.0 24.0 50.0 24.0 Max Q Clear Time (g_c+I1), s 3.8 17.2 26.0 2.5 4.6 26.0 Green Ext Time (p_c), s 0.0 3.7 0.0 0.0 0.9 0.0 Intersection Summary HCM 6th Ctrl Delay 26.0 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary 16: Dubuque Ave./101 NB On Ramp & Oyster Point Blvd.02/13/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 245 212 295 833 666 1028 490 153 190 0 0 0 Future Volume (veh/h) 245 212 295 833 666 1028 490 153 190 0 0 0 Initial Q (Qb), veh 0 0 0 32 16 0 10 0 5 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1870 1870 1870 1826 1826 1826 Adj Flow Rate, veh/h 258 223 80 877 701 686 516 161 200 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %444222555 Cap, veh/h 386 1042 426 1061 868 1328 741 445 1395 Arrive On Green 0.11 0.31 0.31 0.30 0.49 0.49 0.21 0.21 0.21 Sat Flow, veh/h 3506 3681 1507 3456 1870 2790 3374 1826 2723 Grp Volume(v), veh/h 258 223 80 877 701 686 516 161 200 Grp Sat Flow(s),veh/h/ln 1753 1841 1507 1728 1870 1395 1687 1826 1362 Q Serve(g_s), s 4.8 3.1 2.7 16.3 20.8 11.3 9.7 5.2 2.7 Cycle Q Clear(g_c), s 4.8 3.1 2.7 16.3 20.8 11.3 9.7 5.2 2.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 386 1042 426 1061 868 1328 741 445 1395 V/C Ratio(X) 0.67 0.21 0.19 0.83 0.81 0.52 0.70 0.36 0.14 Avail Cap(c_a), veh/h 1485 2043 837 1363 1038 1548 1330 720 1887 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.7 20.6 20.4 27.2 19.5 13.7 25.4 23.0 8.9 Incr Delay (d2), s/veh 1.5 0.1 0.3 2.7 4.5 0.4 0.4 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 37.7 12.7 0.0 4.3 0.0 0.1 %ile BackOfQ(50%),veh/ln 2.3 1.5 1.1 15.2 16.3 3.8 4.8 2.3 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.2 20.7 20.7 67.5 36.8 14.1 30.2 23.2 9.1 LnGrp LOS C C C E D B C C A Approach Vol, veh/h 561 2264 877 Approach Delay, s/veh 26.5 41.8 24.1 Approach LOS C D C Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 23.9 26.0 18.5 11.2 38.7 Change Period (Y+Rc), s 3.5 5.0 4.0 3.5 5.0 Max Green Setting (Gmax), s 27.0 38.0 27.0 29.0 38.0 Max Q Clear Time (g_c+I1), s 18.3 5.1 11.7 6.8 22.8 Green Ext Time (p_c), s 2.1 3.5 2.8 0.9 10.9 Intersection Summary HCM 6th Ctrl Delay 35.3 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. HCM 6th Signalized Intersection Summary 22: Veterans Blvd & Oyster Point Blvd.02/13/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 121 292 30 5 931 41 99 1 18 27 0 274 Future Volume (veh/h) 121 292 30 5 931 41 99 1 18 27 0 274 Initial Q (Qb), veh 0 32 0 0 140 0000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 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 1678 1678 1678 1870 1870 1870 1841 1841 1841 1870 1870 1870 Adj Flow Rate, veh/h 133 321 30 5 1023 43 109 1 0 30 0 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 15 15 15 222444222 Cap, veh/h 176 2172 189 11 2410 73 195 204 0 53 0 82 Arrive On Green 0.06 0.73 0.73 0.01 0.68 0.68 0.11 0.11 0.00 0.03 0.00 0.00 Sat Flow, veh/h 3100 2937 272 1781 3473 146 1753 1841 0 1781 0 2790 Grp Volume(v), veh/h 133 173 178 5 523 543 109 1 0 30 0 0 Grp Sat Flow(s),veh/h/ln 1550 1594 1615 1781 1777 1842 1753 1841 0 1781 0 1395 Q Serve(g_s), s 5.9 4.5 4.6 0.4 18.5 18.5 8.3 0.1 0.0 2.3 0.0 0.0 Cycle Q Clear(g_c), s 5.9 4.5 4.6 0.4 18.5 18.5 8.3 0.1 0.0 2.3 0.0 0.0 Prop In Lane 1.00 0.17 1.00 0.08 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 176 1171 1189 11 1216 1265 195 204 0 53 0 82 V/C Ratio(X) 0.76 0.15 0.15 0.44 0.43 0.43 0.56 0.00 0.00 0.57 0.00 0.00 Avail Cap(c_a), veh/h 221 1171 1187 102 1216 1260 388 408 0 140 0 219 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.98 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 65.1 6.4 6.3 69.3 14.8 14.6 59.0 55.3 0.0 67.1 0.0 0.0 Incr Delay (d2), s/veh 7.8 0.3 0.3 9.9 1.1 1.1 0.9 0.0 0.0 3.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 1.6 1.5 0.0 41.9 38.6 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 3.9 4.0 0.2 32.9 32.5 3.8 0.0 0.0 1.1 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 72.9 8.2 8.1 79.2 57.9 54.2 59.9 55.3 0.0 70.6 0.0 0.0 LnGrp LOS EAAEEDEEAEAA Approach Vol, veh/h 484 1071 110 30 Approach Delay, s/veh 25.9 56.1 59.9 70.6 Approach LOS C E E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.9 100.4 19.6 4.9 107.4 8.1 Change Period (Y+Rc), s 4.0 4.6 4.0 4.0 4.6 4.0 Max Green Setting (Gmax), s 10.0 71.4 31.0 8.0 73.4 11.0 Max Q Clear Time (g_c+I1), s 7.9 20.5 10.3 2.4 6.6 4.3 Green Ext Time (p_c), s 0.1 8.2 0.2 0.0 2.1 0.0 Intersection Summary HCM 6th Ctrl Delay 48.0 HCM 6th LOS D HCM 6th Signalized Intersection Summary 23: Airport Blvd. & Sister Cities Blvd./Oyster Point Blvd.02/13/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 118 360 28 196 883 77 68 285 212 180 468 521 Future Volume (veh/h) 118 360 28 196 883 77 68 285 212 180 468 521 Initial Q (Qb), veh 0000100003203618 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1885 1885 1885 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 120 367 23 200 901 75 69 291 216 184 478 224 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222111222222 Cap, veh/h 150 1740 108 389 1285 99 114 365 851 574 1088 468 Arrive On Green 0.08 0.35 0.35 0.11 0.38 0.38 0.06 0.18 0.18 0.18 0.31 0.31 Sat Flow, veh/h 1781 4908 304 3483 3341 278 1781 1870 2790 3456 3554 1529 Grp Volume(v), veh/h 120 253 137 200 483 493 69 291 216 184 478 224 Grp Sat Flow(s),veh/h/ln 1781 1702 1808 1742 1791 1828 1781 1870 1395 1728 1777 1529 Q Serve(g_s), s 7.3 5.7 5.8 6.0 25.1 25.1 4.1 16.6 0.0 5.1 11.9 10.0 Cycle Q Clear(g_c), s 7.3 5.7 5.8 6.0 25.1 25.1 4.1 16.6 0.0 5.1 11.9 10.0 Prop In Lane 1.00 0.17 1.00 0.15 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 150 1207 641 389 684 699 114 365 851 574 1088 468 V/C Ratio(X) 0.80 0.21 0.21 0.51 0.71 0.70 0.61 0.80 0.25 0.32 0.44 0.48 Avail Cap(c_a), veh/h 162 1207 641 412 684 698 130 493 1047 624 1088 468 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.60 0.60 0.60 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.4 24.8 24.8 46.0 29.3 29.3 50.1 42.3 30.6 40.5 32.4 19.1 Incr Delay (d2), s/veh 20.2 0.4 0.8 0.2 3.7 3.6 3.4 16.5 0.7 0.1 1.3 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 1.3 1.2 0.0 0.0 13.6 0.0 14.1 20.4 %ile BackOfQ(50%),veh/ln 4.1 2.4 2.7 2.5 11.9 12.1 1.9 9.0 5.0 2.2 9.5 8.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 69.6 25.1 25.6 46.3 34.3 34.1 53.5 58.8 44.9 40.6 47.7 43.0 LnGrp LOS E CCDCCDEDDDD Approach Vol, veh/h 510 1176 576 886 Approach Delay, s/veh 35.7 36.3 52.9 45.1 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 38.7 13.3 47.0 24.9 24.9 16.3 44.0 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 5.0 * 5 4.0 5.0 Max Green Setting (Gmax), s 8.0 32.0 10.0 42.0 11.0 * 29 13.0 39.0 Max Q Clear Time (g_c+I1), s 6.1 13.9 9.3 27.1 7.1 18.6 8.0 7.8 Green Ext Time (p_c), s 0.0 2.5 0.0 3.2 0.2 1.2 0.2 1.7 Intersection Summary HCM 6th Ctrl Delay 41.7 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 39: Dubuque Ave. & 101 NB Off Ramp/101 SB On Ramp 02/13/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 578 2 50 2 0 2 63 252 3 0 122 1006 Future Volume (veh/h) 578 2 50 2 0 2 63 252 3 0 122 1006 Initial Q (Qb), veh 000000121200024 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.95 1.00 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 1841 1841 1841 1900 1900 1900 1841 1841 1841 0 1856 1856 Adj Flow Rate, veh/h 609 0 19 2 0 0 66 265 2 0 128 700 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, %444000444033 Cap, veh/h 914 0 407 5 0 0 139 867 6 0 594 1608 Arrive On Green 0.27 0.00 0.27 0.00 0.00 0.00 0.05 0.45 0.45 0.00 0.31 0.31 Sat Flow, veh/h 3506 0 1560 1809 0 0 1753 1824 14 0 1856 2768 Grp Volume(v), veh/h 609 0 19 2 0 0 66 0 267 0 128 700 Grp Sat Flow(s),veh/h/ln 1753 0 1560 1810 0 0 1753 0 1837 0 1856 1384 Q Serve(g_s), s 5.3 0.0 0.3 0.0 0.0 0.0 1.3 0.0 3.2 0.0 1.7 4.9 Cycle Q Clear(g_c), s 5.3 0.0 0.3 0.0 0.0 0.0 1.3 0.0 3.2 0.0 1.7 4.9 Prop In Lane 1.00 1.00 1.00 0.00 1.00 0.01 0.00 1.00 Lane Grp Cap(c), veh/h 914 0 407 5 0 0 139 0 853 0 594 1608 V/C Ratio(X) 0.67 0.00 0.05 0.39 0.00 0.00 0.47 0.00 0.31 0.00 0.22 0.44 Avail Cap(c_a), veh/h 3080 0 1370 1060 0 0 1027 0 3121 0 1902 3573 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 13.1 0.0 11.0 19.4 0.0 0.0 18.2 0.0 6.3 0.0 9.4 4.9 Incr Delay (d2), s/veh 0.3 0.0 0.0 41.3 0.0 0.0 2.5 0.0 0.2 0.0 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 101.3 0.0 2.1 0.0 0.0 2.8 %ile BackOfQ(50%),veh/ln 1.9 0.0 0.1 0.1 0.0 0.0 5.5 0.0 2.1 0.0 0.6 3.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.5 0.0 11.0 60.7 0.0 0.0 122.0 0.0 8.6 0.0 9.6 8.0 LnGrp LOS BABEAAFAAAAA Approach Vol, veh/h 628 2 333 828 Approach Delay, s/veh 13.4 60.7 31.1 8.2 Approach LOS B E C A Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 4.9 14.1 3.1 19.0 12.1 Change Period (Y+Rc), s 3.0 3.5 3.0 3.5 3.0 Max Green Setting (Gmax), s 20.0 35.0 20.0 58.0 30.0 Max Q Clear Time (g_c+I1), s 3.3 6.9 2.0 5.2 7.3 Green Ext Time (p_c), s 0.1 3.7 0.0 0.8 1.8 Intersection Summary HCM 6th Ctrl Delay 14.3 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. HCM Signalized Intersection Capacity Analysis 2: Airport Blvd. & Grand Ave.02/13/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 152 53 85 650 241 240 59 455 120 109 447 102 Future Volume (vph) 152 53 85 650 241 240 59 455 120 109 447 102 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Lane Util. Factor 0.95 0.97 1.00 1.00 1.00 0.95 1.00 0.91 0.91 1.00 Frpb, ped/bikes 0.97 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.97 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 2896 3060 1660 1387 1547 3094 1384 1408 2961 1333 Flt Permitted 0.97 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 2896 3060 1660 1387 1547 3094 1384 1408 2961 1333 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 157 55 88 670 248 247 61 469 124 112 461 105 RTOR Reduction (vph) 0 40 0 0 0 180 0000081 Lane Group Flow (vph) 0 260 0 670 248 67 61 469 124 101 472 24 Confl. Peds. (#/hr) 74 5 Confl. Bikes (#/hr) 2 6 4 Heavy Vehicles (%) 1% 1% 1% 3% 3% 3% 5% 5% 5% 5% 5% 5% Turn Type Split NA Split NA Perm Split NA custom Split NA Perm Protected Phases 4 4 7 7 6 6 2 6 7! 2! 2 Permitted Phases 7 2 Actuated Green, G (s) 20.5 32.4 32.4 32.4 21.0 21.0 90.6 27.4 27.4 27.4 Effective Green, g (s) 20.5 32.4 32.4 32.4 21.0 21.0 90.6 27.4 27.4 27.4 Actuated g/C Ratio 0.17 0.27 0.27 0.27 0.18 0.18 0.75 0.23 0.23 0.23 Clearance Time (s) 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 494 826 448 374 270 541 1044 321 676 304 v/s Ratio Prot c0.09 c0.22 0.15 0.04 c0.15 0.09 0.07 c0.16 v/s Ratio Perm 0.05 0.02 v/c Ratio 0.53 0.81 0.55 0.18 0.23 0.87 0.12 0.31 0.70 0.08 Uniform Delay, d1 45.3 40.9 37.6 33.6 42.5 48.1 4.0 38.5 42.5 36.4 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 1.0 6.1 1.5 0.2 0.3 13.6 0.0 2.6 5.9 0.5 Delay (s) 46.3 47.0 39.1 33.8 42.8 61.7 4.0 41.0 48.4 36.9 Level of Service D DDCDEADDD Approach Delay (s) 46.3 42.5 49.0 45.5 Approach LOS DDDD Intersection Summary HCM 2000 Control Delay 45.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.7 Intersection Capacity Utilization 85.1% ICU Level of Service E Analysis Period (min) 15 ! Phase conflict between lane groups. c Critical Lane Group HCM Signalized Intersection Capacity Analysis 3: Grand Ave. & Dubuque Ave.02/13/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 67 215 1526 116 30 60 Future Volume (vph) 67 215 1526 116 30 60 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.9 4.9 4.2 4.2 Lane Util. Factor 1.00 0.91 0.91 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.99 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1687 4848 2700 1770 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1687 4848 5023 1770 1583 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 68 219 1557 118 31 61 RTOR Reduction (vph)0050055 Lane Group Flow (vph) 68 219 1670 0 31 6 Confl. Peds. (#/hr) 1 Confl. Bikes (#/hr) 6 Heavy Vehicles (%) 7% 7% 2% 2% 2% 2% Turn Type Prot NA NA Prot Perm Protected Phases 5 2 6 3 Permitted Phases 3 Actuated Green, G (s) 8.0 70.9 58.9 9.6 9.6 Effective Green, g (s) 8.0 70.9 58.9 9.6 9.6 Actuated g/C Ratio 0.08 0.71 0.59 0.10 0.10 Clearance Time (s) 4.0 4.9 4.9 4.2 4.2 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 134 3437 1590 169 151 v/s Ratio Prot c0.04 0.05 c0.62 c0.02 v/s Ratio Perm 0.00 v/c Ratio 0.51 0.06 1.05 0.18 0.04 Uniform Delay, d1 44.1 4.4 20.6 41.6 41.0 Progression Factor 1.00 1.00 0.79 1.00 1.00 Incremental Delay, d2 1.1 0.0 36.5 0.2 0.0 Delay (s) 45.2 4.5 52.8 41.8 41.1 Level of Service D A D D D Approach Delay (s) 14.1 52.8 41.3 Approach LOS B D D Intersection Summary HCM 2000 Control Delay 46.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.1 Intersection Capacity Utilization 60.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 17: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Po02/13/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 3 Movement EBU EBL EBT EBR WBL2 WBT WBR NBU NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 4 49 266 83 30 1255 19 2 837 32 49 8 Future Volume (vph) 4 49 266 83 30 1255 19 2 837 32 49 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.6 4.0 4.6 4.0 4.0 4.0 Lane Util. Factor 1.00 0.91 1.00 0.91 0.91 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.94 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (prot) 1597 4413 1770 5070 3189 1607 1480 Flt Permitted 0.28 1.00 0.95 1.00 0.95 0.96 1.00 Satd. Flow (perm) 467 4413 1770 5070 3189 1607 1480 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) 4 51 277 86 31 1307 20 2 872 33 51 8 RTOR Reduction (vph)0000010000390 Lane Group Flow (vph) 0 55 363 0 31 1326 0 0 604 303 12 0 Confl. Peds. (#/hr) 8 37 Confl. Bikes (#/hr) 2 5 4 Heavy Vehicles (%) 13% 13% 13% 13% 2% 2% 2% 3% 3% 3% 3% 1% Turn Type custom Prot NA Prot NA Split Split NA Perm Split Protected Phases 1 6 5 2 4 4 4 7 Permitted Phases 1 4 Actuated Green, G (s) 14.4 47.9 4.4 37.9 29.5 29.5 29.5 Effective Green, g (s) 14.4 47.9 4.4 37.9 29.5 29.5 29.5 Actuated g/C Ratio 0.11 0.37 0.03 0.29 0.23 0.23 0.23 Clearance Time (s) 4.0 4.6 4.0 4.6 4.0 4.0 4.0 Vehicle Extension (s) 2.0 3.0 2.0 3.0 2.0 2.0 2.0 Lane Grp Cap (vph) 51 1619 59 1472 720 363 334 v/s Ratio Prot 0.08 0.02 c0.26 c0.19 0.19 v/s Ratio Perm c0.12 0.01 v/c Ratio 1.08 0.22 0.53 0.90 0.84 0.83 0.03 Uniform Delay, d1 58.0 28.5 62.0 44.5 48.2 48.2 39.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 149.7 0.1 3.8 7.9 8.1 14.5 0.0 Delay (s) 207.8 28.6 65.9 52.4 56.4 62.7 39.4 Level of Service F C E D E E D Approach Delay (s) 52.1 52.7 57.5 Approach LOS D D E Intersection Summary HCM 2000 Control Delay 54.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length (s) 130.5 Sum of lost time (s) 21.1 Intersection Capacity Utilization 97.2% ICU Level of Service F Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group HCM Signalized Intersection Capacity Analysis 17: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Po02/13/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 4 Movement SBT SBR2 NER NER2 Lane Configurations Traffic Volume (vph) 27 431 120 72 Future Volume (vph) 27 431 120 72 Ideal Flow (vphpl) 1900 1900 1990 1900 Total Lost time (s) 4.0 4.5 4.5 Lane Util. Factor 0.95 *0.95 1.00 Frpb, ped/bikes 0.97 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 Frt 0.86 1.00 0.85 Flt Protected 1.00 1.00 1.00 Satd. Flow (prot) 2969 3376 1442 Flt Permitted 1.00 1.00 1.00 Satd. Flow (perm) 2969 3376 1442 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 Adj. Flow (vph) 28 449 125 75 RTOR Reduction (vph) 372 0 0 0 Lane Group Flow (vph) 113 0 125 75 Confl. Peds. (#/hr) 54 Confl. Bikes (#/hr) 8 Heavy Vehicles (%) 1% 1% 12% 12% Turn Type NA Prot Prot Protected Phases 7 3 3 Permitted Phases Actuated Green, G (s) 9.1 18.5 18.5 Effective Green, g (s) 9.1 18.5 18.5 Actuated g/C Ratio 0.07 0.14 0.14 Clearance Time (s) 4.0 4.5 4.5 Vehicle Extension (s) 2.0 2.0 2.0 Lane Grp Cap (vph) 207 478 204 v/s Ratio Prot c0.04 0.04 c0.05 v/s Ratio Perm v/c Ratio 0.93dr 0.26 0.37 Uniform Delay, d1 58.7 49.9 50.7 Progression Factor 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.1 0.4 Delay (s) 60.3 50.0 51.1 Level of Service E D D Approach Delay (s) 60.3 Approach LOS E Intersection Summary HCM Signalized Intersection Capacity Analysis 43: Eccles & Forbes 02/13/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 68 105 1 0 682 48 3 1 0 17 0 268 Future Volume (vph) 68 105 1 0 682 48 3 1 0 17 0 268 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.96 0.95 1.00 Satd. Flow (prot) 1492 2979 3273 1831 1719 1538 Flt Permitted 0.95 1.00 1.00 0.66 0.76 1.00 Satd. Flow (perm) 1492 2979 3273 1252 1366 1538 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 73 113 1 0 733 52 3 1 0 18 0 288 RTOR Reduction (vph)01000000000258 Lane Group Flow (vph) 73 113 0 0 785 004001830 Confl. Peds. (#/hr) 1 2 Confl. Bikes (#/hr) 3 Heavy Vehicles (%) 21% 21% 21% 9% 9% 9% 0% 0% 0% 5% 5% 5% Turn Type Prot NA Prot NA Perm NA Perm NA Perm Protected Phases 5 2 1 6 3 4 Permitted Phases 3 4 4 Actuated Green, G (s) 7.2 35.7 24.5 19.9 7.8 7.8 Effective Green, g (s) 7.2 35.7 24.5 19.9 7.8 7.8 Actuated g/C Ratio 0.10 0.47 0.32 0.26 0.10 0.10 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 142 1410 1063 330 141 159 v/s Ratio Prot c0.05 0.04 c0.24 v/s Ratio Perm c0.00 0.01 c0.02 v/c Ratio 0.51 0.08 0.74 0.01 0.13 0.19 Uniform Delay, d1 32.4 10.9 22.6 20.5 30.7 30.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 0.0 2.6 0.1 0.1 0.2 Delay (s) 33.7 10.9 25.2 20.6 30.9 31.1 Level of Service C B C C C C Approach Delay (s) 19.8 25.2 20.6 31.1 Approach LOS B C C C Intersection Summary HCM 2000 Control Delay 25.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.40 Actuated Cycle Length (s) 75.4 Sum of lost time (s) 16.0 Intersection Capacity Utilization 50.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM 6th AWSC 35: Allerton Ave. & Forbes Blvd.02/13/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 1 Intersection Intersection Delay, s/veh 197.2 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 910 144 211 249 10 57 16 135 9 7 25 Future Vol, veh/h 21 910 144 211 249 10 57 16 135 9 7 25 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 Heavy Vehicles, % 4 4 4 10 10 10 16 16 16 50 50 50 Mvmt Flow 22 968 153 224 265 11 61 17 144 10 7 27 Number of Lanes 011110011010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2212 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2122 HCM Control Delay 318.3 17.2 14.2 14.2 HCM LOS F C B B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 78% 0% 2% 0% 100% 0% 22% Vol Thru, % 22% 0% 98% 0% 0% 96% 17% Vol Right, % 0% 100% 0% 100% 0% 4% 61% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 73 135 931 144 211 259 41 LT Vol 57 0 21 0 211 0 9 Through Vol 16 0 910 0 0 249 7 RT Vol 0 135 0 144 0 10 25 Lane Flow Rate 78 144 990 153 224 276 44 Geometry Grp 7777776 Degree of Util (X) 0.178 0.286 1.761 0.242 0.447 0.508 0.105 Departure Headway (Hd) 9.37 8.238 6.402 5.678 7.957 7.416 10.009 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 385 439 574 633 456 490 360 Service Time 7.07 5.938 4.132 3.409 5.657 5.116 8.009 HCM Lane V/C Ratio 0.203 0.328 1.725 0.242 0.491 0.563 0.122 HCM Control Delay 14.1 14.2 365.9 10.2 16.9 17.5 14.2 HCM Lane LOS B B F B C C B HCM 95th-tile Q 0.6 1.2 59.5 0.9 2.3 2.8 0.3 HCM 6th Signalized Intersection Summary 1: Gateway & Gatewa Business Pkwy/Larkspur Landing Dwy 02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM 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) 60 0 43 14 0 44 42 571 3 52 1077 271 Future Volume (veh/h) 60 0 43 14 0 44 42 571 3 52 1077 271 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.96 0.96 0.96 0.96 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1781 1781 1781 1796 1796 1796 1767 1767 1767 Adj Flow Rate, veh/h 61 0 6 14 0 6 42 577 3 53 1088 258 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %555888777999 Cap, veh/h 282 0 215 278 0 209 106 2094 11 120 1630 384 Arrive On Green 0.14 0.00 0.14 0.14 0.00 0.14 0.06 0.60 0.60 0.07 0.61 0.61 Sat Flow, veh/h 1323 0 1486 1291 0 1450 1711 3480 18 1682 2670 628 Grp Volume(v), veh/h 61 0 6 14 0 6 42 283 297 53 681 665 Grp Sat Flow(s),veh/h/ln 1323 0 1486 1291 0 1450 1711 1706 1792 1682 1678 1620 Q Serve(g_s), s 3.1 0.0 0.3 0.7 0.0 0.3 1.8 5.9 5.9 2.3 19.9 20.3 Cycle Q Clear(g_c), s 3.4 0.0 0.3 1.0 0.0 0.3 1.8 5.9 5.9 2.3 19.9 20.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.01 1.00 0.39 Lane Grp Cap(c), veh/h 282 0 215 278 0 209 106 1027 1078 120 1025 989 V/C Ratio(X) 0.22 0.00 0.03 0.05 0.00 0.03 0.39 0.28 0.28 0.44 0.66 0.67 Avail Cap(c_a), veh/h 619 0 593 606 0 578 237 1027 1078 233 1025 989 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.83 0.83 0.83 Uniform Delay (d), s/veh 29.0 0.0 27.6 28.0 0.0 27.6 33.8 7.1 7.1 33.4 9.6 9.6 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.0 0.0 0.0 0.9 0.7 0.6 0.8 2.8 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 0.1 0.2 0.0 0.1 0.7 2.0 2.1 0.9 6.8 6.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.2 0.0 27.6 28.0 0.0 27.6 34.7 7.8 7.8 34.2 12.4 12.7 LnGrp LOS C A C C A C C A A C B B Approach Vol, veh/h 67 20 622 1399 Approach Delay, s/veh 29.0 27.9 9.6 13.4 Approach LOS C C A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.3 50.2 15.4 8.7 50.9 15.4 Change Period (Y+Rc), s 4.0 5.1 4.6 4.0 5.1 4.6 Max Green Setting (Gmax), s 10.4 21.0 29.9 10.4 21.0 29.9 Max Q Clear Time (g_c+I1), s 4.3 7.9 5.4 3.8 22.3 3.0 Green Ext Time (p_c), s 0.0 2.0 0.1 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 12.9 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2081 133 16 822 240 694 Future Volume (veh/h) 2081 133 16 822 240 694 Initial Q (Qb), veh 45 0 0 0 10 51 Ped-Bike Adj(A_pbT) 0.95 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1841 1841 1707 1707 1811 1811 Adj Flow Rate, veh/h 2102 128 16 830 242 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 4 4 13 13 6 6 Cap, veh/h 3199 168 35 3378 317 Arrive On Green 0.23 0.23 0.02 0.76 0.16 0.00 Sat Flow, veh/h 4995 292 1626 4815 1725 2701 Grp Volume(v), veh/h 1453 777 16 830 242 0 Grp Sat Flow(s),veh/h/ln 1675 1771 1626 1554 1725 1351 Q Serve(g_s), s 39.0 39.5 1.0 5.3 13.6 0.0 Cycle Q Clear(g_c), s 39.0 39.5 1.0 5.3 13.6 0.0 Prop In Lane 0.16 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2195 1174 35 3378 317 V/C Ratio(X) 0.66 0.66 0.46 0.25 0.76 Avail Cap(c_a), veh/h 2326 1230 130 3523 517 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.84 0.84 0.95 0.95 1.00 0.00 Uniform Delay (d), s/veh 30.8 30.5 48.3 4.8 39.8 0.0 Incr Delay (d2), s/veh 1.3 2.5 3.3 0.2 3.8 0.0 Initial Q Delay(d3),s/veh 4.0 3.5 0.0 0.0 30.2 0.0 %ile BackOfQ(50%),veh/ln 21.2 22.7 0.4 1.7 9.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.2 36.5 51.6 5.0 73.9 0.0 LnGrp LOS D D D A E Approach Vol, veh/h 2230 846 242 A Approach Delay, s/veh 36.3 5.9 73.9 Approach LOS D A E Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.2 73.4 79.6 20.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 50.0 62.0 30.0 Max Q Clear Time (g_c+I1), s 3.0 41.5 7.3 15.6 Green Ext Time (p_c), s 0.0 6.3 4.3 0.8 Intersection Summary HCM 6th Ctrl Delay 31.3 HCM 6th LOS C Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 163 2325 287 531 546 104 115 156 738 265 168 110 Future Volume (veh/h) 163 2325 287 531 546 104 115 156 738 265 168 110 Initial Q (Qb), veh 500000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 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 1841 1841 1841 1633 1633 1633 1752 1752 1752 1767 1767 1767 Adj Flow Rate, veh/h 165 2348 204 536 552 90 116 158 0 268 170 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 4 4 4 18 18 18 10 10 10 9 9 9 Cap, veh/h 204 2832 853 302 2000 320 154 195 179 420 Arrive On Green 0.11 0.56 0.56 0.10 0.56 0.56 0.09 0.11 0.00 0.11 0.13 0.00 Sat Flow, veh/h 1753 5025 1514 3018 3862 618 1668 1752 1485 1682 3357 1497 Grp Volume(v), veh/h 165 2348 204 536 422 220 116 158 0 268 170 0 Grp Sat Flow(s),veh/h/ln 1753 1675 1514 1509 1486 1507 1668 1752 1485 1682 1678 1497 Q Serve(g_s), s 13.9 57.4 10.2 15.0 11.0 11.3 10.2 13.2 0.0 16.0 7.0 0.0 Cycle Q Clear(g_c), s 13.9 57.4 10.2 15.0 11.0 11.3 10.2 13.2 0.0 16.0 7.0 0.0 Prop In Lane 1.00 1.00 1.00 0.41 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 204 2832 853 302 1540 780 154 195 179 420 V/C Ratio(X) 0.81 0.83 0.24 1.78 0.27 0.28 0.75 0.81 1.49 0.40 Avail Cap(c_a), veh/h 280 2832 853 302 1653 838 200 445 179 815 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.59 0.59 0.59 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 65.5 26.8 16.5 67.5 20.4 20.4 66.4 65.1 0.0 67.0 60.5 0.0 Incr Delay (d2), s/veh 5.0 1.8 0.4 362.5 0.4 0.9 7.5 3.1 0.0 249.1 0.2 0.0 Initial Q Delay(d3),s/veh 22.5 0.0 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 22.9 3.6 21.0 4.3 4.6 4.6 6.1 0.0 19.3 3.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 93.0 28.6 16.9 430.0 20.8 21.3 73.8 68.2 0.0 316.1 60.7 0.0 LnGrp LOS F C B F C C E E F E Approach Vol, veh/h 2717 1178 274 A 438 A Approach Delay, s/veh 31.6 207.1 70.6 216.9 Approach LOS C F E F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.0 89.4 17.9 23.7 20.1 88.3 20.0 21.6 Change Period (Y+Rc), s 4.0 4.9 4.0 * 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 15.0 63.1 18.0 * 36 24.0 54.1 16.0 38.1 Max Q Clear Time (g_c+I1), s 17.0 59.4 12.2 9.0 15.9 13.3 18.0 15.2 Green Ext Time (p_c), s 0.0 3.2 0.1 0.6 0.2 2.9 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 96.4 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 9: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 156 366 456 37 417 30 466 1030 1265 22 116 653 Future Volume (veh/h) 156 366 456 37 417 30 466 1030 1265 22 116 653 Initial Q (Qb), veh 0 13 0000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 1.00 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1722 1722 1722 1574 1574 1574 1811 1811 1811 1663 1663 1663 Adj Flow Rate, veh/h 158 370 90 37 421 3 471 1040 0 22 117 266 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 12 12 12 22 22 22 6 6 6 16 16 16 Cap, veh/h 493 410 592 94 603 181 1285 1321 226 237 339 Arrive On Green 0.05 0.08 0.08 0.06 0.14 0.14 0.39 0.39 0.00 0.14 0.14 0.14 Sat Flow, veh/h 3182 1722 2485 1499 4297 1288 3346 3532 0 1584 1663 2375 Grp Volume(v), veh/h 158 370 90 37 421 3 471 1040 0 22 117 266 Grp Sat Flow(s),veh/h/ln 1591 1722 1242 1499 1432 1288 1673 1721 0 1584 1663 1188 Q Serve(g_s), s 5.0 22.4 3.6 2.5 9.8 0.2 10.5 27.8 0.0 1.3 6.8 11.4 Cycle Q Clear(g_c), s 5.0 22.4 3.6 2.5 9.8 0.2 10.5 27.8 0.0 1.3 6.8 11.4 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 493 410 592 94 603 181 1285 1321 226 237 339 V/C Ratio(X) 0.32 0.90 0.15 0.39 0.70 0.02 0.37 0.79 0.10 0.49 0.78 Avail Cap(c_a), veh/h 480 410 592 143 1023 307 1298 1335 347 364 520 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) 0.63 0.63 0.63 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.5 48.4 38.5 47.3 43.0 38.9 23.2 28.6 0.0 39.1 41.5 43.5 Incr Delay (d2), s/veh 0.1 15.7 0.1 1.0 0.6 0.0 0.8 4.8 0.0 0.1 0.6 1.9 Initial Q Delay(d3),s/veh 0.0 70.2 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 2.1 21.3 1.1 1.0 3.5 0.1 4.2 11.9 0.0 0.5 2.8 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.6 134.3 38.5 48.3 43.6 38.9 24.0 33.4 0.0 39.2 42.1 45.4 LnGrp LOS D F DDDDCC DDD Approach Vol, veh/h 618 461 1511 A 405 Approach Delay, s/veh 97.4 43.9 30.4 44.1 Approach LOS F D C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.6 29.2 45.3 20.5 19.3 19.9 Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9 Max Green Setting (Gmax), s 10.0 25.0 28.9 10.0 * 25 23.0 Max Q Clear Time (g_c+I1), s 4.5 24.4 29.8 7.0 11.8 13.4 Green Ext Time (p_c), s 0.0 0.2 0.0 0.1 1.6 1.0 Intersection Summary HCM 6th Ctrl Delay 48.2 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 10: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 122 289 149 1020 261 282 192 46 520 202 782 99 Future Volume (veh/h) 122 289 149 1020 261 282 192 46 520 202 782 99 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 123 292 0 1030 264 0 194 46 0 204 790 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 31 31 31 19 19 19 777666 Cap, veh/h 180 378 1093 407 196 453 524 1138 Arrive On Green 0.13 0.13 0.00 0.08 0.08 0.00 0.11 0.13 0.00 0.30 0.33 0.00 Sat Flow, veh/h 1372 2881 1221 4347 1618 1372 1711 3413 1522 1725 3441 1535 Grp Volume(v), veh/h 123 292 0 1030 264 0 194 46 0 204 790 0 Grp Sat Flow(s),veh/h/ln 1372 1441 1221 1449 1618 1372 1711 1706 1522 1725 1721 1535 Q Serve(g_s), s 9.0 10.3 0.0 24.8 16.6 0.0 11.9 1.2 0.0 9.8 20.9 0.0 Cycle Q Clear(g_c), s 9.0 10.3 0.0 24.8 16.6 0.0 11.9 1.2 0.0 9.8 20.9 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 180 378 1093 407 196 453 524 1138 V/C Ratio(X) 0.68 0.77 0.94 0.65 0.99 0.10 0.39 0.69 Avail Cap(c_a), veh/h 287 604 1093 407 196 686 524 1138 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 0.70 0.70 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 43.5 44.1 0.0 47.4 43.7 0.0 46.5 40.0 0.0 28.9 30.5 0.0 Incr Delay (d2), s/veh 1.7 1.3 0.0 11.8 2.5 0.0 61.9 0.0 0.0 0.2 3.5 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 3.1 3.7 0.0 10.8 7.5 0.0 8.3 0.5 0.0 4.0 9.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.2 45.4 0.0 59.2 46.2 0.0 108.4 40.1 0.0 29.1 34.0 0.0 LnGrp LOS D D E D F D C C Approach Vol, veh/h 415 A 1294 A 240 A 994 A Approach Delay, s/veh 45.3 56.5 95.3 33.0 Approach LOS D E F C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 16.0 39.6 18.4 36.8 18.8 31.0 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 12.0 26.5 22.0 17.4 * 21 26.4 Max Q Clear Time (g_c+I1), s 13.9 22.9 12.3 11.8 3.2 26.8 Green Ext Time (p_c), s 0.0 1.8 1.1 0.2 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 50.2 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 15: Gateway & Coporate Dwy 02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 25 063025186755521419 45 Future Volume (veh/h) 25 063025186755521419 45 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.95 1.00 0.95 1.00 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1752 1752 1752 1500 1500 1500 1707 1707 1707 1796 1796 1796 Adj Flow Rate, veh/h 25 00300186825531433 44 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 10 10 10 27 27 27 13 13 13 7 7 7 Cap, veh/h 263 0 193 244 0 0 27 2180 16 66 2304 71 Arrive On Green 0.13 0.00 0.00 0.13 0.00 0.00 0.02 0.66 0.66 0.04 0.68 0.68 Sat Flow, veh/h 1266 0 1485 1119 0 0 1626 3300 24 1711 3376 103 Grp Volume(v), veh/h 25 003001833535253723754 Grp Sat Flow(s),veh/h/ln 1266 0 1485 1119 0 0 1626 1622 1702 1711 1706 1773 Q Serve(g_s), s 1.1 0.0 0.0 0.0 0.0 0.0 0.8 6.5 6.5 2.3 17.1 17.2 Cycle Q Clear(g_c), s 1.3 0.0 0.0 0.1 0.0 0.0 0.8 6.5 6.5 2.3 17.1 17.2 Prop In Lane 1.00 1.00 1.00 0.00 1.00 0.01 1.00 0.06 Lane Grp Cap(c), veh/h 263 0 193 244 0 0 27 1071 1124 66 1165 1210 V/C Ratio(X) 0.10 0.00 0.00 0.01 0.00 0.00 0.66 0.31 0.31 0.80 0.62 0.62 Avail Cap(c_a), veh/h 512 0 486 458 0 0 533 1071 1124 560 1165 1210 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.2 0.0 0.0 27.8 0.0 0.0 35.8 5.3 5.3 34.9 6.4 6.4 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.0 0.0 0.0 9.7 0.8 0.7 8.0 2.5 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 0.0 0.0 0.0 0.4 1.9 2.0 1.1 5.3 5.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.3 0.0 0.0 27.8 0.0 0.0 45.5 6.1 6.0 42.9 8.9 8.8 LnGrp LOS C A A C A A D A A D A A Approach Vol, veh/h 25 3 705 1530 Approach Delay, s/veh 28.3 27.8 7.1 10.1 Approach LOS C C A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.8 52.9 13.5 5.2 54.5 13.5 Change Period (Y+Rc), s 4.0 4.5 4.0 4.0 4.5 4.0 Max Green Setting (Gmax), s 24.0 30.0 24.0 24.0 50.0 24.0 Max Q Clear Time (g_c+I1), s 4.3 8.5 3.3 2.8 19.2 2.1 Green Ext Time (p_c), s 0.0 2.8 0.0 0.0 8.6 0.0 Intersection Summary HCM 6th Ctrl Delay 9.4 HCM 6th LOS A HCM 6th Signalized Intersection Summary 16: Dubuque Ave./101 NB On Ramp & Oyster Point Blvd.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 501 1975 642 452 220 748 226 64 1139 0 0 0 Future Volume (veh/h) 501 1975 642 452 220 748 226 64 1139 0 0 0 Initial Q (Qb), veh 16 8 16 0000010 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1648 1648 1648 1856 1856 1856 Adj Flow Rate, veh/h 506 1995 446 457 222 285 228 65 1151 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 17 17 17 3 3 3 Cap, veh/h 642 1949 805 386 731 1090 805 828 1000 Arrive On Green 0.17 0.52 0.52 0.13 0.48 0.48 0.23 0.23 0.23 Sat Flow, veh/h 3563 3741 1545 3045 1648 2458 3428 3526 2768 Grp Volume(v), veh/h 506 1995 446 457 222 285 228 65 1151 Grp Sat Flow(s),veh/h/ln 1781 1870 1545 1522 1648 1229 1714 1763 1384 Q Serve(g_s), s 14.7 55.5 20.7 13.5 8.6 7.3 5.8 1.5 25.0 Cycle Q Clear(g_c), s 14.7 55.5 20.7 13.5 8.6 7.3 5.8 1.5 25.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 642 1949 805 386 731 1090 805 828 1000 V/C Ratio(X) 0.79 1.02 0.55 1.18 0.30 0.26 0.28 0.08 1.15 Avail Cap(c_a), veh/h 789 1949 805 386 791 1180 805 828 1000 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.6 25.5 18.7 46.5 19.1 18.7 33.4 31.8 34.0 Incr Delay (d2), s/veh 4.0 26.5 1.1 106.2 0.3 0.2 0.1 0.0 79.4 Initial Q Delay(d3),s/veh 21.2 14.8 6.4 0.0 0.0 0.0 0.0 0.0 36.0 %ile BackOfQ(50%),veh/ln 9.6 34.6 11.0 10.8 3.6 2.3 2.4 0.7 40.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 67.8 66.8 26.1 152.7 19.4 18.9 33.5 31.8 149.4 LnGrp LOS E F C F B B C C F Approach Vol, veh/h 2947 964 1444 Approach Delay, s/veh 60.8 82.4 125.8 Approach LOS E F F Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 17.0 60.5 29.0 21.4 56.1 Change Period (Y+Rc), s 3.5 5.0 4.0 3.5 5.0 Max Green Setting (Gmax), s 13.5 55.5 25.0 23.6 45.4 Max Q Clear Time (g_c+I1), s 15.5 57.5 27.0 16.7 10.6 Green Ext Time (p_c), s 0.0 0.0 0.0 1.2 5.4 Intersection Summary HCM 6th Ctrl Delay 82.2 HCM 6th LOS F Notes User approved volume balancing among the lanes for turning movement. HCM 6th Signalized Intersection Summary 23: Airport Blvd. & Sister Cities Blvd./Oyster Point Blvd.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 142 1716 38 105 179 162 23 205 585 817 328 211 Future Volume (veh/h) 142 1716 38 105 179 162 23 205 585 817 328 211 Initial Q (Qb), veh 0 50 0000001224240 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1826 1826 1826 1870 1870 1870 1826 1826 1826 Adj Flow Rate, veh/h 143 1733 35 106 181 39 23 207 591 825 331 61 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %111555222555 Cap, veh/h 180 1912 12 661 1343 283 80 274 641 919 523 435 Arrive On Green 0.10 0.36 0.36 0.07 0.35 0.35 0.05 0.14 0.14 0.19 0.28 0.28 Sat Flow, veh/h 1795 5190 105 3374 2851 601 1781 1870 2790 4904 1826 1505 Grp Volume(v), veh/h 143 1146 622 106 109 111 23 207 591 825 331 61 Grp Sat Flow(s),veh/h/ln 1795 1716 1863 1687 1735 1718 1781 1870 1395 1635 1826 1505 Q Serve(g_s), s 6.2 25.6 25.6 2.4 3.5 3.6 1.0 8.6 8.3 13.1 12.7 2.4 Cycle Q Clear(g_c), s 6.2 25.6 25.6 2.4 3.5 3.6 1.0 8.6 8.3 13.1 12.7 2.4 Prop In Lane 1.00 0.06 1.00 0.35 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 180 1244 681 661 817 809 80 274 641 919 523 435 V/C Ratio(X) 0.80 0.92 0.91 0.16 0.13 0.14 0.29 0.75 0.92 0.90 0.63 0.14 Avail Cap(c_a), veh/h 292 1244 675 253 606 600 200 281 625 919 513 423 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.2 25.5 25.5 26.9 12.2 12.2 37.0 32.8 16.3 32.5 26.7 21.1 Incr Delay (d2), s/veh 3.1 12.5 18.9 0.0 0.3 0.3 0.7 9.6 19.3 11.2 2.0 0.1 Initial Q Delay(d3),s/veh 0.0 60.9 49.6 0.0 0.0 0.0 0.0 0.0 32.6 47.7 41.4 0.0 %ile BackOfQ(50%),veh/ln 2.8 23.9 25.2 0.8 1.0 1.1 0.4 4.4 7.1 10.7 13.6 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.3 98.9 94.0 27.0 12.5 12.6 37.7 42.4 68.3 91.4 70.1 21.1 LnGrp LOS D F F C B B D D E F E C Approach Vol, veh/h 1911 326 821 1217 Approach Delay, s/veh 92.8 17.2 60.9 82.1 Approach LOS F B E F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.6 27.5 12.0 32.9 19.0 16.1 10.9 34.0 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 4.0 5.0 5.0 * 5 Max Green Setting (Gmax), s 9.0 18.0 13.0 22.0 15.0 12.0 6.0 * 29 Max Q Clear Time (g_c+I1), s 3.0 14.7 8.2 5.6 15.1 10.6 4.4 27.6 Green Ext Time (p_c), s 0.0 0.5 0.1 0.6 0.0 0.5 0.0 1.1 Intersection Summary HCM 6th Ctrl Delay 77.9 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. HCM 6th Signalized Intersection Summary 39: Dubuque Ave. & 101 NB Off Ramp/101 SB On Ramp 02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1315 2 74 1 0 5 40 109 3 2 150 942 Future Volume (veh/h) 1315 2 74 1 0 5 40 109 3 2 150 942 Initial Q (Qb), veh 24 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.96 0.99 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 1856 1856 1856 1411 1411 1411 1781 1781 1781 1767 1767 1767 Adj Flow Rate, veh/h 1328 2 34 1 0 0 40 110 2 2 152 666 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 3 3 3 33 33 33 888999 Cap, veh/h 1720 44 751 3 0 0 58 531 10 75 369 1876 Arrive On Green 0.48 0.48 0.48 0.00 0.00 0.00 0.03 0.32 0.32 0.22 0.22 0.22 Sat Flow, veh/h 3428 88 1498 1344 0 0 1697 1743 32 6 1758 2635 Grp Volume(v), veh/h 1328 0 36 1 0 0 40 0 112 154 0 666 Grp Sat Flow(s),veh/h/ln 1714 0 1586 1344 0 0 1697 0 1774 1764 0 1317 Q Serve(g_s), s 15.5 0.0 0.6 0.0 0.0 0.0 1.1 0.0 2.2 0.0 0.0 4.8 Cycle Q Clear(g_c), s 15.5 0.0 0.6 0.0 0.0 0.0 1.1 0.0 2.2 3.5 0.0 4.8 Prop In Lane 1.00 0.94 1.00 0.00 1.00 0.02 0.01 1.00 Lane Grp Cap(c), veh/h 1720 0 796 3 0 0 58 0 541 444 0 1876 V/C Ratio(X) 0.77 0.00 0.05 0.37 0.00 0.00 0.69 0.00 0.21 0.35 0.00 0.36 Avail Cap(c_a), veh/h 4794 0 2218 199 0 0 216 0 1316 1046 0 2722 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 10.7 0.0 6.3 25.7 0.0 0.0 24.6 0.0 13.6 17.9 0.0 2.7 Incr Delay (d2), s/veh 0.3 0.0 0.0 67.0 0.0 0.0 13.7 0.0 0.1 0.5 0.0 0.1 Initial Q Delay(d3),s/veh 6.2 0.0 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 0.0 0.1 0.1 0.0 0.0 0.7 0.0 0.9 1.5 0.0 3.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.1 0.0 6.3 92.7 0.0 0.0 38.3 0.0 13.8 18.3 0.0 2.9 LnGrp LOS B A A F A A D ABBAA Approach Vol, veh/h 1364 1 152 820 Approach Delay, s/veh 16.8 92.7 20.2 5.8 Approach LOS B F C A Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 4.6 13.8 3.1 18.4 25.8 Change Period (Y+Rc), s 3.0 3.5 3.0 3.5 3.0 Max Green Setting (Gmax), s 6.0 26.0 7.0 35.0 66.0 Max Q Clear Time (g_c+I1), s 3.1 6.8 2.0 4.2 17.5 Green Ext Time (p_c), s 0.0 3.5 0.0 0.3 5.3 Intersection Summary HCM 6th Ctrl Delay 13.2 HCM 6th LOS B HCM Signalized Intersection Capacity Analysis 2: Airport Blvd. & Grand Ave.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 186 292 119 430 191 146 35 434 469 1478 556 124 Future Volume (vph) 186 292 119 430 191 146 35 434 469 1478 556 124 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 0.97 0.95 1.00 Frpb, ped/bikes 1.00 0.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1593 1563 2814 1527 1298 1464 2927 1309 3030 3124 1281 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1593 1563 2814 1527 1298 1464 2927 1309 3030 3124 1281 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 188 295 120 434 193 147 35 438 474 1493 562 125 RTOR Reduction (vph) 0 14 0 0 0 129 0000083 Lane Group Flow (vph) 188 401 0 434 193 18 35 438 474 1493 562 42 Confl. Peds. (#/hr) 58 20 Confl. Bikes (#/hr) 9 3 3 Heavy Vehicles (%) 2% 2% 2% 12% 12% 12% 11% 11% 11% 4% 4% 4% Turn Type Split NA Split NA Perm Split NA custom Split NA Perm Protected Phases 4 4 7 7 6 6 2 6 7! 2! 2 Permitted Phases 7 2 Actuated Green, G (s) 26.0 26.0 13.1 13.1 13.1 12.1 12.1 70.1 35.1 35.1 35.1 Effective Green, g (s) 26.0 26.0 13.1 13.1 13.1 12.1 12.1 70.1 35.1 35.1 35.1 Actuated g/C Ratio 0.25 0.25 0.12 0.12 0.12 0.12 0.12 0.67 0.33 0.33 0.33 Clearance Time (s) 4.0 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Vehicle Extension (s) 2.0 2.0 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 394 387 351 190 161 168 337 873 1012 1044 428 v/s Ratio Prot 0.12 c0.26 c0.15 0.13 0.02 c0.15 0.36 c0.49 0.18 v/s Ratio Perm 0.01 0.03 v/c Ratio 0.48 1.04 1.24 1.02 0.11 0.21 1.30 0.54 1.48 0.54 0.10 Uniform Delay, d1 33.7 39.5 46.0 46.0 40.8 42.1 46.5 9.1 35.0 28.4 24.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 55.2 128.6 69.5 0.3 0.5 155.0 0.5 219.3 2.0 0.5 Delay (s) 34.0 94.7 174.5 115.4 41.1 42.6 201.5 9.6 254.2 30.4 24.5 Level of Service C F F F D D F A F C C Approach Delay (s) 75.8 134.5 99.6 183.3 Approach LOS E F F F Intersection Summary HCM 2000 Control Delay 142.9 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.28 Actuated Cycle Length (s) 105.0 Sum of lost time (s) 18.7 Intersection Capacity Utilization 117.0% ICU Level of Service H Analysis Period (min) 15 ! Phase conflict between lane groups. c Critical Lane Group HCM Signalized Intersection Capacity Analysis 3: Grand Ave. & Dubuque Ave.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 108 2159 1020 42 55 43 Future Volume (vph) 108 2159 1020 42 55 43 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.9 4.9 4.2 4.2 Lane Util. Factor 1.00 0.91 0.91 1.00 1.00 Frt 1.00 1.00 0.99 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1736 4988 4563 1703 1524 Flt Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1736 4988 4563 1703 1524 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 109 2181 1030 42 56 43 RTOR Reduction (vph)0020039 Lane Group Flow (vph) 109 2181 1070 0 56 4 Heavy Vehicles (%) 4% 4% 13% 13% 6% 6% Turn Type Prot NA NA Prot Perm Protected Phases 5 2 6 3 Permitted Phases 3 Actuated Green, G (s) 10.1 81.3 67.2 9.6 9.6 Effective Green, g (s) 10.1 81.3 67.2 9.6 9.6 Actuated g/C Ratio 0.10 0.81 0.67 0.10 0.10 Clearance Time (s) 4.0 4.9 4.9 4.2 4.2 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 175 4055 3066 163 146 v/s Ratio Prot c0.06 c0.44 0.23 c0.03 v/s Ratio Perm 0.00 v/c Ratio 0.62 0.54 0.35 0.34 0.03 Uniform Delay, d1 43.1 3.1 7.0 42.3 41.0 Progression Factor 1.00 1.00 1.15 1.00 1.00 Incremental Delay, d2 4.9 0.5 0.3 0.5 0.0 Delay (s) 48.0 3.6 8.4 42.7 41.0 Level of Service D A A D D Approach Delay (s) 5.7 8.4 42.0 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 7.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.1 Intersection Capacity Utilization 59.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 17: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Po02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 3 Movement EBU EBL EBT EBR WBL2 WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 1 321 2016 776 48 887 21 496 92 127 10 16 Future Volume (vph) 1 321 2016 776 48 887 21 496 92 127 10 16 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.6 4.0 4.6 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.91 1.00 0.91 0.91 0.91 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 0.93 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 1.00 1.00 0.85 0.91 Flt Protected 0.95 1.00 0.95 1.00 0.95 0.97 1.00 0.99 Satd. Flow (prot) 1752 4802 1480 4233 3042 1559 1391 2748 Flt Permitted 0.95 1.00 0.95 1.00 0.95 0.97 1.00 0.99 Satd. Flow (perm) 1752 4802 1480 4233 3042 1559 1391 2748 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 1 324 2036 784 48 896 21 501 93 128 10 16 RTOR Reduction (vph)000001000101060 Lane Group Flow (vph) 0 325 2820 0 48 916 0 391 203 27 0 2 Confl. Peds. (#/hr) 9 51 Confl. Bikes (#/hr) 9 1 4 Heavy Vehicles (%) 2% 3% 3% 3% 22% 22% 22% 8% 8% 8% 17% 17% Turn Type Prot Prot NA Prot NA Split NA Perm Split NA Protected Phases 1 1 6 5 2 4 4 7 7 Permitted Phases 4 Actuated Green, G (s) 14.3 40.9 7.3 33.9 26.4 26.4 26.4 3.4 Effective Green, g (s) 14.3 40.9 7.3 33.9 26.4 26.4 26.4 3.4 Actuated g/C Ratio 0.11 0.32 0.06 0.27 0.21 0.21 0.21 0.03 Clearance Time (s) 4.0 4.6 4.0 4.6 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 3.0 2.0 3.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 197 1551 85 1133 634 325 290 73 v/s Ratio Prot c0.19 c0.59 0.03 0.22 0.13 c0.13 c0.00 v/s Ratio Perm 0.02 v/c Ratio 1.65 1.82 0.56 0.81 0.62 0.62 0.09 0.02 Uniform Delay, d1 56.1 42.8 58.1 43.3 45.5 45.6 40.4 60.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 314.0 370.7 5.0 4.3 1.3 2.7 0.1 0.0 Delay (s) 370.1 413.6 63.1 47.6 46.8 48.3 40.5 60.0 Level of Service F F E D D D D E Approach Delay (s) 409.1 48.4 46.1 60.0 Approach LOS F D D E Intersection Summary HCM 2000 Control Delay 377.2 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.59 Actuated Cycle Length (s) 126.6 Sum of lost time (s) 21.1 Intersection Capacity Utilization 161.5% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 17: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Po02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 4 Movement SBR2 NER NER2 Lane Configurations Traffic Volume (vph) 36 1813 654 Future Volume (vph) 36 1813 654 Ideal Flow (vphpl) 1900 1990 1900 Total Lost time (s) 4.5 4.5 Lane Util. Factor *0.95 1.00 Frpb, ped/bikes 1.00 1.00 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 3781 1615 Flt Permitted 1.00 1.00 Satd. Flow (perm) 3781 1615 Peak-hour factor, PHF 0.99 0.99 0.99 Adj. Flow (vph) 36 1831 661 RTOR Reduction (vph) 0 0 0 Lane Group Flow (vph) 0 1831 661 Confl. Peds. (#/hr) 63 Confl. Bikes (#/hr) 2 Heavy Vehicles (%) 17% 0% 0% Turn Type Prot Prot Protected Phases 3 3 Permitted Phases Actuated Green, G (s) 27.5 27.5 Effective Green, g (s) 27.5 27.5 Actuated g/C Ratio 0.22 0.22 Clearance Time (s) 4.5 4.5 Vehicle Extension (s) 2.0 2.0 Lane Grp Cap (vph) 821 350 v/s Ratio Prot c0.48 0.41 v/s Ratio Perm v/c Ratio 2.23 1.89 Uniform Delay, d1 49.5 49.5 Progression Factor 1.00 1.00 Incremental Delay, d2 557.5 410.5 Delay (s) 607.1 460.1 Level of Service F F Approach Delay (s) Approach LOS Intersection Summary HCM Signalized Intersection Capacity Analysis 43: Eccles & Forbes 02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 187 660 3 1 175 36 2 2 1 59 2 120 Future Volume (vph) 187 660 3 1 175 36 2 2 1 59 2 120 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.97 0.97 0.95 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.98 0.97 1.00 Satd. Flow (prot) 1752 3502 1378 2672 1812 1394 1289 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.81 1.00 Satd. Flow (perm) 1752 3502 1378 2672 1849 1158 1289 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 189 667 3 1 177 36 2 2 1 60 2 121 RTOR Reduction (vph)00000001001676 Lane Group Flow (vph) 189 670 0 1 213 004007912 Confl. Peds. (#/hr) 11 Confl. Bikes (#/hr) 1 1 Heavy Vehicles (%) 3% 3% 3% 31% 31% 31% 0% 0% 0% 19% 19% 19% Turn Type Prot NA Prot NA Perm NA Perm NA Perm Protected Phases 5 2 1 6 3 4 Permitted Phases 3 4 4 Actuated Green, G (s) 10.7 28.0 0.5 17.8 0.6 6.9 6.9 Effective Green, g (s) 10.7 28.0 0.5 17.8 0.6 6.9 6.9 Actuated g/C Ratio 0.21 0.54 0.01 0.34 0.01 0.13 0.13 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.5 2.0 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 360 1885 13 914 21 153 171 v/s Ratio Prot c0.11 c0.19 0.00 0.08 v/s Ratio Perm c0.00 c0.07 0.01 v/c Ratio 0.53 0.36 0.08 0.23 0.19 0.52 0.07 Uniform Delay, d1 18.4 6.8 25.5 12.2 25.5 21.0 19.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.6 0.1 0.9 0.1 1.6 1.2 0.1 Delay (s) 19.0 6.9 26.4 12.3 27.1 22.2 19.8 Level of Service B A C B C C B Approach Delay (s) 9.6 12.4 27.1 21.1 Approach LOS A B C C Intersection Summary HCM 2000 Control Delay 11.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.46 Actuated Cycle Length (s) 52.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 42.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM 6th AWSC 35: Allerton Ave. & Forbes Blvd.02/13/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 1 Intersection Intersection Delay, s/veh 258.5 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 253 37 104 925 13 318 0 112 4 12 39 Future Vol, veh/h 8 253 37 104 925 13 318 0 112 4 12 39 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 Heavy Vehicles, % 22 22 22 10 10 10 7 7 7 100 100 100 Mvmt Flow 8 266 39 109 974 14 335 0 118 4 13 41 Number of Lanes 011110011010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2212 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2122 HCM Control Delay 23.5 432.4 30.8 17.6 HCM LOS C F D C Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 100% 0% 3% 0% 100% 0% 7% Vol Thru, % 0% 0% 97% 0% 0% 99% 22% Vol Right, % 0% 100% 0% 100% 0% 1% 71% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 318 112 261 37 104 938 55 LT Vol 318 0 8 0 104 0 4 Through Vol 0 0 253 0 0 925 12 RT Vol 0 112 0 37 0 13 39 Lane Flow Rate 335 118 275 39 109 987 58 Geometry Grp 7777776 Degree of Util (X) 0.756 0.227 0.607 0.078 0.239 2.01 0.162 Departure Headway (Hd) 9.669 8.421 9.206 8.457 7.852 7.329 12.249 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 378 429 396 426 457 504 295 Service Time 7.369 6.121 6.906 6.157 5.616 5.093 10.249 HCM Lane V/C Ratio 0.886 0.275 0.694 0.092 0.239 1.958 0.197 HCM Control Delay 36.9 13.6 25.1 11.9 13.1 478.9 17.6 HCM Lane LOS E B D B B F C HCM 95th-tile Q 6.1 0.9 3.9 0.3 0.9 67 0.6 HCM 6th Signalized Intersection Summary 1: Gateway & Corporate 02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM 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) 265 4 61 8 4 27 27 1162 5 20 420 29 Future Volume (veh/h) 265 4 61 8 4 27 27 1162 5 20 420 29 Initial Q (Qb), veh 0000000220000 Ped-Bike Adj(A_pbT) 0.97 0.97 0.97 0.96 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1648 1648 1648 1796 1796 1796 1811 1811 1811 Adj Flow Rate, veh/h 268 4 14 8 4 6 27 1174 5 20 424 25 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 1 1 1 17 17 17 777666 Cap, veh/h 438 91 319 389 147 220 79 1840 7 63 1708 100 Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.05 0.53 0.53 0.04 0.52 0.52 Sat Flow, veh/h 1380 360 1259 1198 580 870 1711 3485 15 1725 3295 194 Grp Volume(v), veh/h 268 0 18 8 0 10 27 575 604 20 221 228 Grp Sat Flow(s),veh/h/ln 1380 0 1619 1198 0 1450 1711 1706 1793 1725 1721 1768 Q Serve(g_s), s 13.6 0.0 0.6 0.4 0.0 0.4 1.1 18.0 18.0 0.8 5.3 5.4 Cycle Q Clear(g_c), s 14.0 0.0 0.6 1.0 0.0 0.4 1.1 18.0 18.0 0.8 5.3 5.4 Prop In Lane 1.00 0.78 1.00 0.60 1.00 0.01 1.00 0.11 Lane Grp Cap(c), veh/h 438 0 410 389 0 367 79 901 947 63 892 916 V/C Ratio(X) 0.61 0.00 0.04 0.02 0.00 0.03 0.34 0.64 0.64 0.32 0.25 0.25 Avail Cap(c_a), veh/h 657 0 667 580 0 597 237 901 947 239 892 916 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 Uniform Delay (d), s/veh 26.3 0.0 21.2 21.5 0.0 21.1 34.7 13.3 13.3 35.2 10.0 10.0 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.0 0.0 0.0 1.0 3.5 3.3 1.1 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 2.7 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 0.0 0.2 0.1 0.0 0.1 0.5 8.6 8.9 0.4 2.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.8 0.0 21.2 21.5 0.0 21.1 35.6 19.7 19.2 36.3 10.6 10.6 LnGrp LOS C A C C A C D B B D B B Approach Vol, veh/h 286 18 1206 469 Approach Delay, s/veh 26.5 21.3 19.8 11.7 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.7 44.7 23.6 7.4 44.0 23.6 Change Period (Y+Rc), s 4.0 5.1 4.6 4.0 5.1 4.6 Max Green Setting (Gmax), s 10.4 20.0 30.9 10.4 20.0 30.9 Max Q Clear Time (g_c+I1), s 2.8 20.0 16.0 3.1 7.4 3.0 Green Ext Time (p_c), s 0.0 0.0 0.4 0.0 1.4 0.0 Intersection Summary HCM 6th Ctrl Delay 18.9 HCM 6th LOS B HCM 6th Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 839 141 12 3341 422 322 Future Volume (veh/h) 839 141 12 3341 422 322 Initial Q (Qb), veh 000050 Ped-Bike Adj(A_pbT) 0.96 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1781 1781 1856 1856 1781 1781 Adj Flow Rate, veh/h 847 125 12 3375 426 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %883388 Cap, veh/h 2186 320 30 2583 489 Arrive On Green 1.00 1.00 0.02 0.64 0.28 0.00 Sat Flow, veh/h 4416 624 1767 5233 1697 2657 Grp Volume(v), veh/h 644 328 12 3375 426 0 Grp Sat Flow(s),veh/h/ln 1621 1637 1767 1689 1697 1329 Q Serve(g_s), s 0.0 0.0 0.7 64.2 24.2 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.7 64.2 24.2 0.0 Prop In Lane 0.38 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1666 840 30 2583 489 V/C Ratio(X) 0.39 0.39 0.40 1.31 0.87 Avail Cap(c_a), veh/h 1896 957 141 3251 696 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.09 0.09 1.00 0.00 Uniform Delay (d), s/veh 1.5 1.5 48.6 24.5 34.4 0.0 Incr Delay (d2), s/veh 0.7 1.3 0.3 138.1 8.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 5.9 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.7 0.3 51.9 12.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 2.1 2.8 48.9 162.6 48.8 0.0 LnGrp LOS A A D F D Approach Vol, veh/h 972 3387 426 A Approach Delay, s/veh 2.4 162.2 48.8 Approach LOS A F D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 5.7 62.5 68.2 31.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 39.0 51.0 41.0 Max Q Clear Time (g_c+I1), s 2.7 2.0 66.2 26.2 Green Ext Time (p_c), s 0.0 4.7 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 119.7 HCM 6th LOS F Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 162 808 191 762 1992 490 577 157 416 124 351 771 Future Volume (veh/h) 162 808 191 762 1992 490 577 157 416 124 351 771 Initial Q (Qb), veh 00003400000320 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 1722 1722 1722 1870 1870 1870 1767 1767 1767 1856 1856 1856 Adj Flow Rate, veh/h 164 816 41 770 2012 467 583 159 0 125 355 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 12 12 12 222999333 Cap, veh/h 704 2959 910 461 1563 130 325 650 164 563 Arrive On Green 0.22 0.42 0.42 0.18 0.44 0.44 0.19 0.23 0.00 0.09 0.13 0.00 Sat Flow, veh/h 1640 4701 1440 3456 4130 911 1682 1767 1497 1767 3526 1572 Grp Volume(v), veh/h 164 816 41 770 1639 840 583 159 0 125 355 0 Grp Sat Flow(s),veh/h/ln 1640 1567 1440 1728 1702 1637 1682 1767 1497 1767 1763 1572 Q Serve(g_s), s 13.0 18.2 1.4 20.0 49.1 49.1 29.0 11.4 0.0 10.4 14.6 0.0 Cycle Q Clear(g_c), s 13.0 18.2 1.4 20.0 49.1 49.1 29.0 11.4 0.0 10.4 14.6 0.0 Prop In Lane 1.00 1.00 1.00 0.56 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 704 2959 910 461 1114 579 325 650 164 563 V/C Ratio(X) 0.23 0.28 0.05 1.67 1.47 1.45 1.79 0.24 0.76 0.63 Avail Cap(c_a), veh/h 364 1983 607 461 1114 536 325 625 224 1020 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.95 0.95 0.95 0.09 0.09 0.09 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 27.8 13.2 16.2 61.7 42.3 42.3 60.5 33.2 0.0 66.4 61.4 0.0 Incr Delay (d2), s/veh 0.1 0.2 0.1 302.9 212.6 203.5 368.6 0.1 0.0 6.2 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 73.2 70.5 0.0 0.0 0.0 0.0 62.8 0.0 %ile BackOfQ(50%),veh/ln 3.8 4.2 0.5 27.9 63.6 64.2 45.6 4.1 0.0 5.0 13.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.9 13.4 16.3 364.6 328.1 316.3 429.1 33.3 0.0 72.7 124.6 0.0 LnGrp LOS C B B FFFFC EF Approach Vol, veh/h 1021 3249 742 A 480 A Approach Delay, s/veh 15.9 333.7 344.3 111.1 Approach LOS B F F F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 24.0 68.2 33.9 23.9 38.2 54.0 17.9 39.9 Change Period (Y+Rc), s 4.0 4.9 4.9 * 4.6 4.9 * 4.9 4.0 4.9 Max Green Setting (Gmax), s 20.0 40.1 29.0 * 43 11.0 * 49 19.0 53.1 Max Q Clear Time (g_c+I1), s 22.0 20.2 31.0 16.6 15.0 51.1 12.4 13.4 Green Ext Time (p_c), s 0.0 3.9 0.0 1.4 0.0 0.0 0.1 0.5 Intersection Summary HCM 6th Ctrl Delay 256.6 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 6: Harbor Wy./Forbes Blvd. & E. Grand Ave.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 360 807 181 308 2390 14 308 60 35 43 448 556 Future Volume (veh/h) 360 807 181 308 2390 14 308 60 35 43 448 556 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.92 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1663 1663 1663 1856 1856 1856 1767 1767 1767 1826 1826 1826 Adj Flow Rate, veh/h 364 815 183 311 2414 13 311 61 5 43 453 300 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 16 16 16 333999555 Cap, veh/h 410 1430 434 362 1493 8 326 651 285 464 487 707 Arrive On Green 0.27 0.63 0.63 0.11 0.29 0.29 0.19 0.19 0.19 0.27 0.27 0.27 Sat Flow, veh/h 3072 4540 1378 3428 5197 28 1682 3357 1467 1739 1826 2652 Grp Volume(v), veh/h 364 815 183 311 1568 859 311 61 5 43 453 300 Grp Sat Flow(s),veh/h/ln 1536 1513 1378 1714 1689 1848 1682 1678 1467 1739 1826 1326 Q Serve(g_s), s 17.1 15.5 10.0 13.4 43.1 43.1 27.4 2.2 0.4 2.8 36.3 14.0 Cycle Q Clear(g_c), s 17.1 15.5 10.0 13.4 43.1 43.1 27.4 2.2 0.4 2.8 36.3 14.0 Prop In Lane 1.00 1.00 1.00 0.02 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 410 1430 434 362 970 531 326 651 285 464 487 707 V/C Ratio(X) 0.89 0.57 0.42 0.86 1.62 1.62 0.95 0.09 0.02 0.09 0.93 0.42 Avail Cap(c_a), veh/h 410 1430 434 487 970 531 326 651 285 498 523 760 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.83 0.83 0.83 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.9 21.9 20.9 66.0 53.4 53.5 59.8 49.6 48.9 41.4 53.6 45.5 Incr Delay (d2), s/veh 17.8 1.4 2.5 8.9 281.8 287.0 37.0 0.0 0.0 0.0 21.9 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 6.8 4.3 3.0 6.3 56.2 62.3 15.0 0.9 0.2 1.2 19.6 4.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 71.7 23.3 23.3 74.9 335.3 340.4 96.8 49.6 48.9 41.4 75.5 45.6 LnGrp LOS E C C E F F F D D D E D Approach Vol, veh/h 1362 2738 377 796 Approach Delay, s/veh 36.2 307.3 88.5 62.4 Approach LOS D F F E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 24.0 48.0 44.0 20.7 51.3 34.0 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 17.0 43.1 43.0 21.3 38.8 29.1 Max Q Clear Time (g_c+I1), s 19.1 45.1 38.3 15.4 17.5 29.4 Green Ext Time (p_c), s 0.0 0.0 1.4 0.5 6.2 0.0 Intersection Summary HCM 6th Ctrl Delay 184.7 HCM 6th LOS F HCM 6th Signalized Intersection Summary 9: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 110 148 485 130 1119 14 468 712 175 10 260 1207 Future Volume (veh/h) 110 148 485 130 1119 14 468 712 175 10 260 1207 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 1.00 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1781 1781 1811 1811 1811 1767 1767 1767 1841 1841 1841 Adj Flow Rate, veh/h 111 149 106 131 1130 3 473 719 0 10 263 926 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %888666999444 Cap, veh/h 301 421 611 161 1177 355 752 773 469 493 705 Arrive On Green 0.09 0.24 0.24 0.09 0.24 0.24 0.23 0.23 0.00 0.27 0.27 0.27 Sat Flow, veh/h 3291 1781 2584 1725 4944 1492 3264 3445 0 1753 1841 2633 Grp Volume(v), veh/h 111 149 106 131 1130 3 473 719 0 10 263 926 Grp Sat Flow(s),veh/h/ln 1646 1781 1292 1725 1648 1492 1632 1678 0 1753 1841 1316 Q Serve(g_s), s 3.3 7.3 3.4 7.8 23.7 0.2 13.7 22.0 0.0 0.4 12.8 28.1 Cycle Q Clear(g_c), s 3.3 7.3 3.4 7.8 23.7 0.2 13.7 22.0 0.0 0.4 12.8 28.1 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 301 421 611 161 1177 355 752 773 469 493 705 V/C Ratio(X) 0.37 0.35 0.17 0.82 0.96 0.01 0.63 0.93 0.02 0.53 1.31 Avail Cap(c_a), veh/h 313 424 615 164 1177 355 752 773 469 493 705 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.73 0.73 0.73 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.8 33.4 31.9 46.7 39.5 30.5 36.4 39.6 0.0 28.3 32.9 38.5 Incr Delay (d2), s/veh 0.2 0.3 0.1 24.1 17.3 0.0 4.0 19.2 0.0 0.0 0.6 151.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 3.2 1.1 4.4 11.3 0.1 5.8 10.9 0.0 0.2 5.7 23.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.0 33.7 32.0 70.8 56.8 30.5 40.3 58.7 0.0 28.3 33.4 189.8 LnGrp LOS D C C E E C D E C C F Approach Vol, veh/h 366 1264 1192 A 1199 Approach Delay, s/veh 36.6 58.2 51.4 154.2 Approach LOS D E D F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.8 29.4 28.8 13.6 29.6 33.0 Change Period (Y+Rc), s 4.0 4.6 4.6 4.0 4.6 4.9 Max Green Setting (Gmax), s 10.0 25.0 23.8 10.0 25.0 28.1 Max Q Clear Time (g_c+I1), s 9.8 9.3 24.0 5.3 25.7 30.1 Green Ext Time (p_c), s 0.0 0.9 0.0 0.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 82.8 HCM 6th LOS F Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 10: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 169 262 208 1977 311 416 112 29 362 158 1139 183 Future Volume (veh/h) 169 262 208 1977 311 416 112 29 362 158 1139 183 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 145 301 0 1997 314 0 113 29 0 160 1151 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %666666151515333 Cap, veh/h 199 417 1475 549 143 757 328 1203 Arrive On Green 0.12 0.12 0.00 0.30 0.30 0.00 0.09 0.24 0.00 0.19 0.34 0.00 Sat Flow, veh/h 1725 3622 1535 4864 1811 1535 1598 3188 1422 1767 3526 1572 Grp Volume(v), veh/h 145 301 0 1997 314 0 113 29 0 160 1151 0 Grp Sat Flow(s),veh/h/ln 1725 1811 1535 1621 1811 1535 1598 1594 1422 1767 1763 1572 Q Serve(g_s), s 9.7 9.6 0.0 36.4 17.5 0.0 8.3 0.8 0.0 9.7 38.3 0.0 Cycle Q Clear(g_c), s 9.7 9.6 0.0 36.4 17.5 0.0 8.3 0.8 0.0 9.7 38.3 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 199 417 1475 549 143 757 328 1203 V/C Ratio(X) 0.73 0.72 1.35 0.57 0.79 0.04 0.49 0.96 Avail Cap(c_a), veh/h 316 664 1475 549 146 757 328 1203 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 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 51.3 51.2 0.0 41.8 35.2 0.0 53.5 35.2 0.0 43.7 38.7 0.0 Incr Delay (d2), s/veh 1.9 0.9 0.0 159.5 0.1 0.0 22.2 0.1 0.0 0.4 17.5 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 4.3 4.4 0.0 36.3 7.8 0.0 4.2 0.3 0.0 4.3 19.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.2 52.1 0.0 201.3 35.4 0.0 75.7 35.3 0.0 44.2 56.2 0.0 LnGrp LOS D D F D E D D E Approach Vol, veh/h 446 A 2311 A 142 A 1311 A Approach Delay, s/veh 52.5 178.8 67.5 54.7 Approach LOS D F E D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.7 45.8 18.4 27.2 33.4 41.0 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 11.0 32.5 22.0 15.0 * 29 36.4 Max Q Clear Time (g_c+I1), s 10.3 40.3 11.7 11.7 2.8 38.4 Green Ext Time (p_c), s 0.0 0.0 1.2 0.1 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 123.0 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 15: Gateway & Coporate Dwy 02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 203 0 20 4 0 45 3 1455 3 104 501 9 Future Volume (veh/h) 203 0 20 4 0 45 3 1455 3 104 501 9 Initial Q (Qb), veh 0000000440000 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1841 1841 1841 1796 1796 1796 Adj Flow Rate, veh/h 205 0240231470 3 105 506 8 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %000000444777 Cap, veh/h 356 0 317 124 15 31 6 2016 3 134 2193 35 Arrive On Green 0.20 0.00 0.20 0.20 0.00 0.20 0.00 0.56 0.56 0.08 0.64 0.64 Sat Flow, veh/h 1324 0 1591 239 76 158 1753 3581 7 1711 3438 54 Grp Volume(v), veh/h 205 026003718755105251263 Grp Sat Flow(s),veh/h/ln 1324 0 1591 473 0 0 1753 1749 1839 1711 1706 1786 Q Serve(g_s), s 0.0 0.0 0.1 0.0 0.0 0.0 0.1 23.9 23.9 4.7 4.9 4.9 Cycle Q Clear(g_c), s 11.8 0.0 0.1 11.9 0.0 0.0 0.1 23.9 23.9 4.7 4.9 4.9 Prop In Lane 1.00 1.00 0.67 0.33 1.00 0.00 1.00 0.03 Lane Grp Cap(c), veh/h 356 0 317 171 0 0 6 984 1035 134 1088 1139 V/C Ratio(X) 0.58 0.00 0.01 0.04 0.00 0.00 0.53 0.73 0.73 0.78 0.23 0.23 Avail Cap(c_a), veh/h 508 0 487 329 0 0 537 984 1035 524 1088 1139 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.9 0.0 25.2 26.0 0.0 0.0 39.0 14.2 14.1 35.5 6.0 6.0 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.0 0.0 0.0 25.7 4.7 4.5 3.8 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 13.3 12.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 0.0 0.0 0.1 0.0 0.0 0.1 15.3 15.5 2.1 1.6 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.4 0.0 25.2 26.0 0.0 0.0 64.7 32.2 30.6 39.2 6.5 6.5 LnGrp LOS C A C C A A E C C D A A Approach Vol, veh/h 207 6 1476 619 Approach Delay, s/veh 30.4 26.0 31.5 12.1 Approach LOS C C C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.1 48.6 19.6 4.3 54.5 19.6 Change Period (Y+Rc), s 4.0 4.5 4.0 4.0 4.5 4.0 Max Green Setting (Gmax), s 24.0 30.0 24.0 24.0 50.0 24.0 Max Q Clear Time (g_c+I1), s 6.7 25.9 13.8 2.1 6.9 13.9 Green Ext Time (p_c), s 0.1 2.6 0.5 0.0 2.1 0.0 Intersection Summary HCM 6th Ctrl Delay 26.2 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary 16: Dubuque Ave./101 NB On Ramp & Oyster Point Blvd.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 253 839 295 1788 1145 2326 541 166 215 0 0 0 Future Volume (veh/h) 253 839 295 1788 1145 2326 541 166 215 0 0 0 Initial Q (Qb), veh 0 0 0 32 16 0 10 0 5 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1870 1870 1870 1826 1826 1826 Adj Flow Rate, veh/h 256 847 115 1806 1466 1775 546 168 217 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %444222555 Cap, veh/h 247 976 398 1388 2259 1881 682 390 1651 Arrive On Green 0.07 0.27 0.27 0.41 0.61 0.61 0.20 0.20 0.20 Sat Flow, veh/h 3506 3681 1503 3563 3741 3170 3374 1826 2723 Grp Volume(v), veh/h 256 847 115 1806 1466 1775 546 168 217 Grp Sat Flow(s),veh/h/ln 1753 1841 1503 1781 1870 1585 1687 1826 1362 Q Serve(g_s), s 7.4 22.1 6.1 41.5 25.7 50.7 15.7 8.3 3.5 Cycle Q Clear(g_c), s 7.4 22.1 6.1 41.5 25.7 50.7 15.7 8.3 3.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 247 976 398 1388 2259 1881 682 390 1651 V/C Ratio(X) 1.04 0.87 0.29 1.30 0.65 0.94 0.80 0.43 0.13 Avail Cap(c_a), veh/h 260 1000 408 1460 2272 1925 833 451 1788 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.5 36.4 30.3 32.5 13.8 19.5 39.3 35.3 8.7 Incr Delay (d2), s/veh 66.5 8.4 0.6 140.8 0.7 10.2 3.7 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 83.0 1.0 0.0 7.7 0.0 0.1 %ile BackOfQ(50%),veh/ln 5.6 11.3 2.4 60.6 12.1 20.9 8.2 3.7 4.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 116.0 44.8 30.9 256.3 15.6 29.7 50.8 35.6 8.8 LnGrp LOS F D C F B C D D A Approach Vol, veh/h 1218 5047 931 Approach Delay, s/veh 58.4 106.7 38.2 Approach LOS E F D Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 45.0 32.4 23.8 11.0 66.4 Change Period (Y+Rc), s 3.5 5.0 4.0 3.5 5.0 Max Green Setting (Gmax), s 41.5 27.5 25.0 7.5 61.5 Max Q Clear Time (g_c+I1), s 43.5 24.1 17.7 9.4 52.7 Green Ext Time (p_c), s 0.0 2.5 2.1 0.0 8.7 Intersection Summary HCM 6th Ctrl Delay 89.7 HCM 6th LOS F Notes User approved volume balancing among the lanes for turning movement. HCM 6th Signalized Intersection Summary 22: Veterans Blvd & Oyster Point Blvd.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 237 1022 30 7 2922 41 150 1 18 27 10 275 Future Volume (veh/h) 237 1022 30 7 2922 41 150 1 18 27 10 275 Initial Q (Qb), veh 0 32 0 0 140 0000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 1.00 0.96 1.00 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 1678 1678 1678 1870 1870 1870 1841 1841 1841 1870 1870 1870 Adj Flow Rate, veh/h 239 1032 29 7 2952 40 152 1 1 27 10 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 15 15 15 222444222 Cap, veh/h 199 2257 59 15 3431 25 225 106 106 43 16 91 Arrive On Green 0.06 0.71 0.71 0.01 0.66 0.66 0.13 0.13 0.13 0.03 0.03 0.00 Sat Flow, veh/h 3100 3162 89 1781 5191 70 1753 824 824 1317 488 2790 Grp Volume(v), veh/h 239 520 541 7 1931 1061 152 0 2 37 0 0 Grp Sat Flow(s),veh/h/ln 1550 1594 1657 1781 1702 1857 1753 0 1647 1805 0 1395 Q Serve(g_s), s 9.0 19.5 19.5 0.5 63.1 64.2 11.6 0.0 0.1 2.8 0.0 0.0 Cycle Q Clear(g_c), s 9.0 19.5 19.5 0.5 63.1 64.2 11.6 0.0 0.1 2.8 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.04 1.00 0.50 0.73 1.00 Lane Grp Cap(c), veh/h 199 1135 1181 15 2234 1222 225 0 211 59 0 91 V/C Ratio(X) 1.20 0.46 0.46 0.46 0.86 0.87 0.68 0.00 0.01 0.63 0.00 0.00 Avail Cap(c_a), veh/h 199 1135 1180 64 2234 1218 338 0 318 77 0 120 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.45 0.45 0.45 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 65.5 9.8 9.8 69.1 24.1 24.1 58.2 0.0 53.3 66.9 0.0 0.0 Incr Delay (d2), s/veh 109.7 0.6 0.6 7.9 4.8 8.5 1.3 0.0 0.0 4.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 2.6 2.4 0.0 89.4 78.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.6 10.0 10.2 0.3 62.6 65.9 5.3 0.0 0.1 1.4 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 175.2 13.1 12.8 77.0 118.3 110.6 59.6 0.0 53.3 70.9 0.0 0.0 LnGrp LOS F B B E F F E A D E A A Approach Vol, veh/h 1300 2999 154 37 Approach Delay, s/veh 42.8 115.4 59.5 70.9 Approach LOS D F E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.0 96.5 22.0 5.2 104.3 8.6 Change Period (Y+Rc), s 4.0 4.6 4.0 4.0 4.6 4.0 Max Green Setting (Gmax), s 9.0 81.4 27.0 5.0 85.4 6.0 Max Q Clear Time (g_c+I1), s 11.0 66.2 13.6 2.5 21.5 4.8 Green Ext Time (p_c), s 0.0 14.2 0.3 0.0 8.4 0.0 Intersection Summary HCM 6th Ctrl Delay 92.1 HCM 6th LOS F HCM 6th Signalized Intersection Summary 23: Airport Blvd. & Sister Cities Blvd./Oyster Point Blvd.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 118 402 40 273 1063 350 68 285 369 616 636 521 Future Volume (veh/h) 118 402 40 273 1063 350 68 285 369 616 636 521 Initial Q (Qb), veh 0000100003203618 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1885 1885 1885 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 119 406 29 276 1074 325 69 288 373 622 642 350 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %222111222222 Cap, veh/h 149 1724 122 387 1268 112 114 435 862 582 1142 504 Arrive On Green 0.08 0.35 0.35 0.11 0.38 0.38 0.06 0.18 0.18 0.18 0.31 0.31 Sat Flow, veh/h 1781 4861 343 3483 2702 808 1781 1870 2790 3456 3554 1529 Grp Volume(v), veh/h 119 283 152 276 708 691 69 288 373 622 642 350 Grp Sat Flow(s),veh/h/ln 1781 1702 1800 1742 1791 1719 1781 1870 1395 1728 1777 1529 Q Serve(g_s), s 7.2 6.4 6.6 8.4 42.0 42.0 4.1 16.4 0.0 19.7 16.8 17.2 Cycle Q Clear(g_c), s 7.2 6.4 6.6 8.4 42.0 42.0 4.1 16.4 0.0 19.7 16.8 17.2 Prop In Lane 1.00 0.19 1.00 0.47 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 149 1207 638 387 684 697 114 435 862 582 1142 504 V/C Ratio(X) 0.80 0.23 0.24 0.71 1.04 0.99 0.61 0.66 0.43 1.07 0.56 0.69 Avail Cap(c_a), veh/h 162 1207 638 412 684 656 130 493 1046 619 1090 469 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.23 0.23 0.23 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.5 25.0 25.0 47.2 34.0 34.0 50.1 38.4 32.2 45.7 32.7 21.3 Incr Delay (d2), s/veh 19.8 0.5 0.9 1.0 26.5 14.6 3.4 7.7 1.6 57.3 2.0 7.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 26.3 22.3 0.0 0.0 17.5 0.0 16.4 30.1 %ile BackOfQ(50%),veh/ln 4.1 2.7 3.0 3.6 27.2 24.6 1.9 7.8 7.3 12.4 12.1 13.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 69.3 25.4 25.9 48.2 86.8 70.9 53.5 46.1 51.3 103.1 51.0 59.2 LnGrp LOS E C C D F E D D D F D E Approach Vol, veh/h 554 1675 730 1614 Approach Delay, s/veh 35.0 73.9 49.4 72.8 Approach LOS C E D E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 38.7 13.2 47.0 24.7 25.1 16.2 44.0 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 5.0 * 5 4.0 5.0 Max Green Setting (Gmax), s 8.0 32.0 10.0 42.0 11.0 * 29 13.0 39.0 Max Q Clear Time (g_c+I1), s 6.1 19.2 9.2 44.0 21.7 18.4 10.4 8.6 Green Ext Time (p_c), s 0.0 3.2 0.0 0.0 0.0 1.7 0.2 1.9 Intersection Summary HCM 6th Ctrl Delay 64.9 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 39: Dubuque Ave. & 101 NB Off Ramp/101 SB On Ramp 02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 668 2 75 2 0 3 63 251 3 0 130 1953 Future Volume (veh/h) 668 2 75 2 0 3 63 251 3 0 130 1953 Initial Q (Qb), veh 000000121200024 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.96 1.00 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 1841 1841 1841 1900 1900 1900 1841 1841 1841 0 1856 1856 Adj Flow Rate, veh/h 675 2 27 2 0 0 64 254 2 0 131 1587 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %444000444033 Cap, veh/h 802 26 346 4 0 0 111 1175 8 0 1023 2138 Arrive On Green 0.25 0.25 0.25 0.00 0.00 0.00 0.05 0.61 0.61 0.00 0.52 0.52 Sat Flow, veh/h 3401 109 1468 1809 0 0 1753 1823 14 0 1856 2768 Grp Volume(v), veh/h 675 0 29 2 0 0 64 0 256 0 131 1587 Grp Sat Flow(s),veh/h/ln 1700 0 1577 1810 0 0 1753 0 1837 0 1856 1384 Q Serve(g_s), s 12.5 0.0 0.9 0.1 0.0 0.0 2.4 0.0 4.2 0.0 2.4 21.2 Cycle Q Clear(g_c), s 12.5 0.0 0.9 0.1 0.0 0.0 2.4 0.0 4.2 0.0 2.4 21.2 Prop In Lane 1.00 0.93 1.00 0.00 1.00 0.01 0.00 1.00 Lane Grp Cap(c), veh/h 802 0 372 4 0 0 111 0 1129 0 1023 2138 V/C Ratio(X) 0.84 0.00 0.08 0.51 0.00 0.00 0.57 0.00 0.23 0.00 0.13 0.74 Avail Cap(c_a), veh/h 1423 0 660 108 0 0 183 0 2087 0 1830 3409 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 30.9 0.0 25.2 41.9 0.0 0.0 51.5 0.0 6.4 0.0 8.8 4.8 Incr Delay (d2), s/veh 0.9 0.0 0.0 76.3 0.0 0.0 4.6 0.0 0.1 0.0 0.1 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 195.9 0.0 1.1 0.0 0.0 3.5 %ile BackOfQ(50%),veh/ln 6.4 0.0 0.4 0.1 0.0 0.0 9.3 0.0 2.9 0.0 1.1 15.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.8 0.0 25.2 118.2 0.0 0.0 252.0 0.0 7.6 0.0 8.8 8.8 LnGrp LOS C A C F A A F AAAAA Approach Vol, veh/h 704 2 320 1718 Approach Delay, s/veh 31.5 118.2 56.4 8.8 Approach LOS C F E A Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 6.1 38.3 3.1 44.3 19.4 Change Period (Y+Rc), s 3.0 3.5 3.0 3.5 3.0 Max Green Setting (Gmax), s 7.0 66.0 4.0 76.0 28.0 Max Q Clear Time (g_c+I1), s 4.4 23.2 2.1 6.2 14.5 Green Ext Time (p_c), s 0.0 11.6 0.0 0.8 1.9 Intersection Summary HCM 6th Ctrl Delay 20.3 HCM 6th LOS C HCM Signalized Intersection Capacity Analysis 2: Airport Blvd. & Grand Ave.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 160 191 85 1403 488 744 64 482 166 656 447 138 Future Volume (vph) 160 191 85 1403 488 744 64 482 166 656 447 138 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 0.97 0.95 1.00 Frpb, ped/bikes 1.00 0.96 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1608 1558 3060 1660 1388 1547 3094 1384 3001 3094 1333 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1608 1558 3060 1660 1388 1547 3094 1384 3001 3094 1333 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 162 193 86 1417 493 752 65 487 168 663 452 139 RTOR Reduction (vph) 0 14 0 0 0 388 00000109 Lane Group Flow (vph) 162 265 0 1417 493 364 65 487 168 663 452 30 Confl. Peds. (#/hr) 74 5 Confl. Bikes (#/hr) 2 6 4 Heavy Vehicles (%) 1% 1% 1% 3% 3% 3% 5% 5% 5% 5% 5% 5% Turn Type Split NA Split NA Perm Split NA custom Split NA Perm Protected Phases 4 4 7 7 6 6 2 6 7! 2! 2 Permitted Phases 7 2 Actuated Green, G (s) 23.6 23.6 37.1 37.1 37.1 15.1 15.1 87.5 25.5 25.5 25.5 Effective Green, g (s) 23.6 23.6 37.1 37.1 37.1 15.1 15.1 87.5 25.5 25.5 25.5 Actuated g/C Ratio 0.20 0.20 0.31 0.31 0.31 0.13 0.13 0.73 0.21 0.21 0.21 Clearance Time (s) 4.0 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 316 306 946 513 429 194 389 1009 637 657 283 v/s Ratio Prot 0.10 c0.17 c0.46 0.30 0.04 c0.16 0.12 c0.22 0.15 v/s Ratio Perm 0.26 0.02 v/c Ratio 0.51 0.87 1.50 0.96 0.85 0.34 1.25 0.17 1.04 0.69 0.10 Uniform Delay, d1 43.1 46.7 41.5 40.7 38.8 47.9 52.5 5.0 47.2 43.6 38.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.4 21.8 229.6 29.9 14.4 0.7 133.0 0.1 46.7 5.8 0.7 Delay (s) 44.5 68.5 271.1 70.7 53.2 48.6 185.4 5.1 94.0 49.4 38.8 Level of Service D E F E D D F A F D D Approach Delay (s) 59.7 172.4 131.0 71.8 Approach LOS E F F E Intersection Summary HCM 2000 Control Delay 131.9 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.20 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.7 Intersection Capacity Utilization 117.1% ICU Level of Service H Analysis Period (min) 15 ! Phase conflict between lane groups. c Critical Lane Group HCM Signalized Intersection Capacity Analysis 3: Grand Ave. & Dubuque Ave.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 66 950 3647 116 30 75 Future Volume (vph) 66 950 3647 116 30 75 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.9 4.9 4.2 4.2 Lane Util. Factor 1.00 0.91 0.91 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1687 4848 2700 1770 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1687 4848 5058 1770 1583 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 67 960 3684 117 30 76 RTOR Reduction (vph)0020069 Lane Group Flow (vph) 67 960 3799 0 30 7 Confl. Peds. (#/hr) 1 Confl. Bikes (#/hr) 6 Heavy Vehicles (%) 7% 7% 2% 2% 2% 2% Turn Type Prot NA NA Prot Perm Protected Phases 5 2 6 3 Permitted Phases 3 Actuated Green, G (s) 8.0 70.9 58.9 9.6 9.6 Effective Green, g (s) 8.0 70.9 58.9 9.6 9.6 Actuated g/C Ratio 0.08 0.71 0.59 0.10 0.10 Clearance Time (s) 4.0 4.9 4.9 4.2 4.2 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 134 3437 1590 169 151 v/s Ratio Prot c0.04 0.20 c1.41 c0.02 v/s Ratio Perm 0.00 v/c Ratio 0.50 0.28 2.39 0.18 0.05 Uniform Delay, d1 44.1 5.3 20.6 41.6 41.1 Progression Factor 1.00 1.00 1.48 1.00 1.00 Incremental Delay, d2 1.1 0.2 625.3 0.2 0.0 Delay (s) 45.2 5.5 655.7 41.8 41.1 Level of Service D A F D D Approach Delay (s) 8.1 655.7 41.3 Approach LOS A F D Intersection Summary HCM 2000 Control Delay 507.7 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.77 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.1 Intersection Capacity Utilization 90.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 17: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Po02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 3 Movement EBU EBL EBT EBR WBL2 WBT WBR NBU NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 4 49 757 244 152 3174 19 2 1650 32 80 8 Future Volume (vph) 4 49 757 244 152 3174 19 2 1650 32 80 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.6 4.0 4.6 4.0 4.0 4.0 Lane Util. Factor 1.00 0.91 1.00 0.91 0.91 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.94 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 0.95 1.00 Satd. Flow (prot) 1597 4408 1770 5079 3189 1603 1478 Flt Permitted 0.95 1.00 0.95 1.00 0.95 0.95 1.00 Satd. Flow (perm) 1597 4408 1770 5079 3189 1603 1478 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 4 49 765 246 154 3206 19 2 1667 32 81 8 RTOR Reduction (vph)0000010000610 Lane Group Flow (vph) 0 53 1011 0 154 3224 0 0 1136 565 20 0 Confl. Peds. (#/hr) 8 37 Confl. Bikes (#/hr) 2 5 4 Heavy Vehicles (%) 13% 13% 13% 13% 2% 2% 2% 3% 3% 3% 3% 1% Turn Type Prot Prot NA Prot NA Split Split NA Perm Split Protected Phases 1 1 6 5 2 4 4 4 7 Permitted Phases 4 Actuated Green, G (s) 7.8 35.1 13.5 40.8 34.0 34.0 34.0 Effective Green, g (s) 7.8 35.1 13.5 40.8 34.0 34.0 34.0 Actuated g/C Ratio 0.06 0.26 0.10 0.30 0.25 0.25 0.25 Clearance Time (s) 4.0 4.6 4.0 4.6 4.0 4.0 4.0 Vehicle Extension (s) 2.0 3.0 2.0 3.0 2.0 2.0 2.0 Lane Grp Cap (vph) 91 1139 175 1525 798 401 370 v/s Ratio Prot 0.03 0.23 c0.09 c0.63 c0.36 0.35 v/s Ratio Perm 0.01 v/c Ratio 0.58 0.89 0.88 2.11 1.42 1.41 0.05 Uniform Delay, d1 62.4 48.5 60.4 47.5 50.9 50.9 38.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.0 8.6 35.6 503.7 197.9 198.4 0.0 Delay (s) 68.4 57.1 96.0 551.2 248.8 249.3 38.7 Level of Service E E F F F F D Approach Delay (s) 57.6 530.4 239.4 Approach LOS E F F Intersection Summary HCM 2000 Control Delay 320.6 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.44 Actuated Cycle Length (s) 135.8 Sum of lost time (s) 21.1 Intersection Capacity Utilization 140.3% ICU Level of Service H Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group HCM Signalized Intersection Capacity Analysis 17: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Po02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 4 Movement SBT SBR2 NER NER2 Lane Configurations Traffic Volume (vph) 27 431 444 176 Future Volume (vph) 27 431 444 176 Ideal Flow (vphpl) 1900 1900 1990 1900 Total Lost time (s) 4.0 4.5 4.5 Lane Util. Factor 0.95 *0.95 1.00 Frpb, ped/bikes 0.96 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 Frt 0.86 1.00 0.85 Flt Protected 1.00 1.00 1.00 Satd. Flow (prot) 2963 3376 1442 Flt Permitted 1.00 1.00 1.00 Satd. Flow (perm) 2963 3376 1442 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 Adj. Flow (vph) 27 435 448 178 RTOR Reduction (vph) 372 0 0 0 Lane Group Flow (vph) 98 0 448 178 Confl. Peds. (#/hr) 54 Confl. Bikes (#/hr) 8 Heavy Vehicles (%) 1% 1% 12% 12% Turn Type NA Prot Prot Protected Phases 7 3 3 Permitted Phases Actuated Green, G (s) 8.8 23.3 23.3 Effective Green, g (s) 8.8 23.3 23.3 Actuated g/C Ratio 0.06 0.17 0.17 Clearance Time (s) 4.0 4.5 4.5 Vehicle Extension (s) 2.0 2.0 2.0 Lane Grp Cap (vph) 192 579 247 v/s Ratio Prot c0.03 c0.13 0.12 v/s Ratio Perm v/c Ratio 0.92dr 0.77 0.72 Uniform Delay, d1 61.4 53.7 53.2 Progression Factor 1.00 1.00 1.00 Incremental Delay, d2 0.8 5.8 8.5 Delay (s) 62.2 59.6 61.6 Level of Service E E E Approach Delay (s) 62.2 Approach LOS E Intersection Summary HCM Signalized Intersection Capacity Analysis 43: Eccles & Forbes 02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 113 174 3 1 861 61 3 1 1 27 1 421 Future Volume (vph) 113 174 3 1 861 61 3 1 1 27 1 421 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.99 0.97 0.87 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.97 0.99 1.00 Satd. Flow (prot) 1492 2975 1656 3273 1795 1484 1461 Flt Permitted 0.95 1.00 0.95 1.00 0.64 0.96 1.00 Satd. Flow (perm) 1492 2975 1656 3273 1174 1431 1461 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 114 176 3 1 870 62 3 1 1 27 1 425 RTOR Reduction (vph)0000000100181204 Lane Group Flow (vph) 114 179 0 1 932 004004721 Confl. Peds. (#/hr) 1 2 Confl. Bikes (#/hr) 3 Heavy Vehicles (%) 21% 21% 21% 9% 9% 9% 0% 0% 0% 5% 5% 5% Turn Type Prot NA Prot NA Perm NA Perm NA Perm Protected Phases 5 2 1 6 3 4 Permitted Phases 3 4 4 Actuated Green, G (s) 11.6 48.5 0.8 37.7 19.4 8.7 8.7 Effective Green, g (s) 11.6 48.5 0.8 37.7 19.4 8.7 8.7 Actuated g/C Ratio 0.12 0.52 0.01 0.40 0.21 0.09 0.09 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.5 2.0 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 185 1544 14 1321 243 133 136 v/s Ratio Prot c0.08 0.06 0.00 c0.28 v/s Ratio Perm c0.00 c0.03 0.01 v/c Ratio 0.62 0.12 0.07 0.71 0.02 0.35 0.15 Uniform Delay, d1 38.8 11.5 45.9 23.2 29.4 39.7 39.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.2 0.0 0.8 1.6 0.1 0.6 0.2 Delay (s) 43.0 11.5 46.7 24.8 29.6 40.3 39.2 Level of Service D B D C C D D Approach Delay (s) 23.8 24.9 29.6 39.7 Approach LOS CCCD Intersection Summary HCM 2000 Control Delay 28.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 93.4 Sum of lost time (s) 16.0 Intersection Capacity Utilization 56.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 6th AWSC 35: Allerton Ave. & Forbes Blvd.02/13/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 1 Intersection Intersection Delay, s/veh 199.6 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 911 145 211 265 10 63 16 135 9 7 25 Future Vol, veh/h 21 911 145 211 265 10 63 16 135 9 7 25 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 Heavy Vehicles, % 4 4 4 10 10 10 16 16 16 50 50 50 Mvmt Flow 22 969 154 224 282 11 67 17 144 10 7 27 Number of Lanes 011110011010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2212 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2122 HCM Control Delay 325.4 18 14.3 14.3 HCM LOS F C B B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 80% 0% 2% 0% 100% 0% 22% Vol Thru, % 20% 0% 98% 0% 0% 96% 17% Vol Right, % 0% 100% 0% 100% 0% 4% 61% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 79 135 932 145 211 275 41 LT Vol 63 0 21 0 211 0 9 Through Vol 16 0 911 0 0 265 7 RT Vol 0 135 0 145 0 10 25 Lane Flow Rate 84 144 991 154 224 293 44 Geometry Grp 7777776 Degree of Util (X) 0.194 0.288 1.78 0.246 0.449 0.542 0.106 Departure Headway (Hd) 9.424 8.283 6.463 5.739 8.016 7.476 10.106 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 383 437 565 626 453 486 357 Service Time 7.124 5.983 4.197 3.473 5.716 5.176 8.106 HCM Lane V/C Ratio 0.219 0.33 1.754 0.246 0.494 0.603 0.123 HCM Control Delay 14.4 14.3 374.4 10.3 17.1 18.7 14.3 HCM Lane LOS B B F B C C B HCM 95th-tile Q 0.7 1.2 60.2 1 2.3 3.2 0.4 HCM 6th Signalized Intersection Summary 1: Gateway & Gatewa Business Pkwy/Larkspur Landing Dwy 02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM 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) 60 0 43 14 0 44 42 594 3 52 1105 271 Future Volume (veh/h) 60 0 43 14 0 44 42 594 3 52 1105 271 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.96 0.96 0.96 0.96 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1826 1826 1826 1781 1781 1781 1796 1796 1796 1767 1767 1767 Adj Flow Rate, veh/h 61 0 6 14 0 6 42 600 3 53 1116 258 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %555888777999 Cap, veh/h 282 0 215 278 0 209 106 2094 10 120 1640 376 Arrive On Green 0.14 0.00 0.14 0.14 0.00 0.14 0.06 0.60 0.60 0.07 0.61 0.61 Sat Flow, veh/h 1323 0 1486 1291 0 1450 1711 3481 17 1682 2686 616 Grp Volume(v), veh/h 61 0 6 14 0 6 42 294 309 53 694 680 Grp Sat Flow(s),veh/h/ln 1323 0 1486 1291 0 1450 1711 1706 1792 1682 1678 1623 Q Serve(g_s), s 3.1 0.0 0.3 0.7 0.0 0.3 1.8 6.2 6.2 2.3 20.6 21.1 Cycle Q Clear(g_c), s 3.4 0.0 0.3 1.0 0.0 0.3 1.8 6.2 6.2 2.3 20.6 21.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.01 1.00 0.38 Lane Grp Cap(c), veh/h 282 0 215 278 0 209 106 1027 1078 120 1025 991 V/C Ratio(X) 0.22 0.00 0.03 0.05 0.00 0.03 0.39 0.29 0.29 0.44 0.68 0.69 Avail Cap(c_a), veh/h 619 0 593 606 0 578 237 1027 1078 233 1025 991 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.71 0.71 0.71 Uniform Delay (d), s/veh 29.0 0.0 27.6 28.0 0.0 27.6 33.8 7.2 7.2 33.4 9.7 9.8 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.0 0.0 0.0 0.9 0.7 0.7 0.7 2.6 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 0.1 0.2 0.0 0.1 0.7 2.1 2.2 0.9 6.9 6.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.2 0.0 27.6 28.0 0.0 27.6 34.7 7.9 7.9 34.1 12.3 12.6 LnGrp LOS C A C C A C C A A C B B Approach Vol, veh/h 67 20 645 1427 Approach Delay, s/veh 29.0 27.9 9.6 13.2 Approach LOS C C A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.3 50.2 15.4 8.7 50.9 15.4 Change Period (Y+Rc), s 4.0 5.1 4.6 4.0 5.1 4.6 Max Green Setting (Gmax), s 10.4 21.0 29.9 10.4 21.0 29.9 Max Q Clear Time (g_c+I1), s 4.3 8.2 5.4 3.8 23.1 3.0 Green Ext Time (p_c), s 0.0 2.0 0.1 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 12.8 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2062 133 16 757 216 722 Future Volume (veh/h) 2062 133 16 757 216 722 Initial Q (Qb), veh 45 0 0 0 10 51 Ped-Bike Adj(A_pbT) 0.95 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1841 1841 1707 1707 1811 1811 Adj Flow Rate, veh/h 2083 128 16 765 218 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 4 4 13 13 6 6 Cap, veh/h 3252 173 35 3436 293 Arrive On Green 0.23 0.23 0.02 0.77 0.15 0.00 Sat Flow, veh/h 4992 295 1626 4815 1725 2701 Grp Volume(v), veh/h 1441 770 16 765 218 0 Grp Sat Flow(s),veh/h/ln 1675 1771 1626 1554 1725 1351 Q Serve(g_s), s 38.4 38.9 1.0 4.5 12.3 0.0 Cycle Q Clear(g_c), s 38.4 38.9 1.0 4.5 12.3 0.0 Prop In Lane 0.17 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2233 1195 35 3436 293 V/C Ratio(X) 0.65 0.64 0.46 0.22 0.74 Avail Cap(c_a), veh/h 2374 1255 130 3590 517 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.85 0.85 0.95 0.95 1.00 0.00 Uniform Delay (d), s/veh 30.0 29.7 48.3 4.4 40.5 0.0 Incr Delay (d2), s/veh 1.2 2.3 3.3 0.1 3.7 0.0 Initial Q Delay(d3),s/veh 3.7 3.2 0.0 0.0 32.7 0.0 %ile BackOfQ(50%),veh/ln 20.8 22.3 0.4 1.4 9.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.9 35.2 51.6 4.5 77.0 0.0 LnGrp LOS C D D A E Approach Vol, veh/h 2211 781 218 A Approach Delay, s/veh 35.0 5.5 77.0 Approach LOS D A E Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.2 74.9 81.0 19.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 50.0 62.0 30.0 Max Q Clear Time (g_c+I1), s 3.0 40.9 6.5 14.3 Green Ext Time (p_c), s 0.0 6.7 3.9 0.7 Intersection Summary HCM 6th Ctrl Delay 30.7 HCM 6th LOS C Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 172 2325 287 531 546 104 115 167 738 265 181 112 Future Volume (veh/h) 172 2325 287 531 546 104 115 167 738 265 181 112 Initial Q (Qb), veh 500000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 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 1841 1841 1841 1633 1633 1633 1752 1752 1752 1767 1767 1767 Adj Flow Rate, veh/h 174 2348 204 536 552 88 116 169 0 268 183 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 4 4 4 18 18 18 10 10 10 9 9 9 Cap, veh/h 214 2802 844 302 1942 304 154 205 179 440 Arrive On Green 0.11 0.56 0.56 0.10 0.54 0.54 0.09 0.12 0.00 0.11 0.13 0.00 Sat Flow, veh/h 1753 5025 1514 3018 3875 606 1668 1752 1485 1682 3357 1497 Grp Volume(v), veh/h 174 2348 204 536 421 219 116 169 0 268 183 0 Grp Sat Flow(s),veh/h/ln 1753 1675 1514 1509 1486 1509 1668 1752 1485 1682 1678 1497 Q Serve(g_s), s 14.7 58.2 10.3 15.0 11.3 11.6 10.2 14.1 0.0 16.0 7.5 0.0 Cycle Q Clear(g_c), s 14.7 58.2 10.3 15.0 11.3 11.6 10.2 14.1 0.0 16.0 7.5 0.0 Prop In Lane 1.00 1.00 1.00 0.40 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 214 2802 844 302 1490 756 154 205 179 440 V/C Ratio(X) 0.81 0.84 0.24 1.78 0.28 0.29 0.75 0.82 1.49 0.42 Avail Cap(c_a), veh/h 304 2802 844 302 1620 822 200 445 179 815 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.58 0.58 0.58 0.86 0.86 0.86 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 65.0 27.6 17.0 67.5 21.8 21.9 66.4 64.7 0.0 67.0 59.9 0.0 Incr Delay (d2), s/veh 4.3 1.9 0.4 360.7 0.4 0.8 7.5 3.2 0.0 249.1 0.2 0.0 Initial Q Delay(d3),s/veh 21.1 0.0 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 8.9 23.3 3.7 20.9 4.5 4.8 4.6 6.5 0.0 19.3 3.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 90.5 29.4 17.4 428.2 22.2 22.7 73.8 67.9 0.0 316.1 60.1 0.0 LnGrp LOS F C B F C C E E F E Approach Vol, veh/h 2726 1176 285 A 451 A Approach Delay, s/veh 32.4 207.3 70.3 212.2 Approach LOS C F E F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.0 88.5 17.9 24.6 20.9 86.6 20.0 22.5 Change Period (Y+Rc), s 4.0 4.9 4.0 * 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 15.0 63.1 18.0 * 36 26.0 52.1 16.0 38.1 Max Q Clear Time (g_c+I1), s 17.0 60.2 12.2 9.5 16.7 13.6 18.0 16.1 Green Ext Time (p_c), s 0.0 2.6 0.1 0.7 0.2 2.9 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 96.6 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 6: Harbor Wy./Forbes Blvd. & E. Grand Ave.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 546 2599 183 34 644 18 168 724 260 195 84 369 Future Volume (veh/h) 546 2599 183 34 644 18 168 724 260 195 84 369 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.94 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1811 1811 1811 1618 1618 1618 1752 1752 1752 1663 1663 1663 Adj Flow Rate, veh/h 552 2625 185 34 651 17 170 731 169 197 85 50 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 6 6 6 19 19 19 10 10 10 16 16 16 Cap, veh/h 911 2263 681 211 1105 29 316 630 276 253 266 383 Arrive On Green 0.27 0.46 0.46 0.07 0.25 0.25 0.19 0.19 0.19 0.16 0.16 0.16 Sat Flow, veh/h 3346 4944 1489 2990 4420 115 1668 3328 1458 1584 1663 2397 Grp Volume(v), veh/h 552 2625 185 34 433 235 170 731 169 197 85 50 Grp Sat Flow(s),veh/h/ln 1673 1648 1489 1495 1473 1590 1668 1664 1458 1584 1663 1198 Q Serve(g_s), s 21.6 68.6 11.5 1.6 19.4 19.5 13.8 28.4 15.9 17.9 6.8 2.7 Cycle Q Clear(g_c), s 21.6 68.6 11.5 1.6 19.4 19.5 13.8 28.4 15.9 17.9 6.8 2.7 Prop In Lane 1.00 1.00 1.00 0.07 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 911 2263 681 211 736 397 316 630 276 253 266 383 V/C Ratio(X) 0.61 1.16 0.27 0.16 0.59 0.59 0.54 1.16 0.61 0.78 0.32 0.13 Avail Cap(c_a), veh/h 911 2263 681 279 736 397 316 630 276 382 401 578 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.6 40.7 25.2 65.5 49.5 49.5 54.9 60.8 55.8 60.5 55.8 54.1 Incr Delay (d2), s/veh 0.1 72.6 0.1 0.1 3.4 6.3 1.0 88.8 2.9 2.7 0.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.0 42.3 4.1 0.6 7.5 8.5 5.9 19.7 6.1 7.4 2.9 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.7 113.3 25.3 65.6 52.9 55.8 55.9 149.6 58.7 63.1 56.1 54.1 LnGrp LOS D F C E D E E F E E E D Approach Vol, veh/h 3362 702 1070 332 Approach Delay, s/veh 97.7 54.5 120.3 60.0 Approach LOS F D F E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 45.7 42.4 28.9 14.6 73.5 33.0 Change Period (Y+Rc), s 4.9 * 4.9 4.9 4.0 4.9 4.6 Max Green Setting (Gmax), s 30.0 * 38 36.2 14.0 53.5 28.4 Max Q Clear Time (g_c+I1), s 23.6 21.5 19.9 3.6 70.6 30.4 Green Ext Time (p_c), s 1.5 2.6 0.8 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 94.3 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 9: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 156 366 456 37 417 30 466 1041 1265 22 116 658 Future Volume (veh/h) 156 366 456 37 417 30 466 1041 1265 22 116 658 Initial Q (Qb), veh 0 13 0000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 1.00 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1722 1722 1722 1574 1574 1574 1811 1811 1811 1663 1663 1663 Adj Flow Rate, veh/h 158 370 90 37 421 3 471 1052 0 22 117 272 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 12 12 12 22 22 22 6 6 6 16 16 16 Cap, veh/h 493 410 592 94 603 181 1277 1313 230 241 344 Arrive On Green 0.05 0.08 0.08 0.06 0.14 0.14 0.39 0.39 0.00 0.14 0.14 0.14 Sat Flow, veh/h 3182 1722 2485 1499 4297 1288 3346 3532 0 1584 1663 2376 Grp Volume(v), veh/h 158 370 90 37 421 3 471 1052 0 22 117 272 Grp Sat Flow(s),veh/h/ln 1591 1722 1242 1499 1432 1288 1673 1721 0 1584 1663 1188 Q Serve(g_s), s 5.0 22.4 3.6 2.5 9.8 0.2 10.6 28.4 0.0 1.3 6.8 11.6 Cycle Q Clear(g_c), s 5.0 22.4 3.6 2.5 9.8 0.2 10.6 28.4 0.0 1.3 6.8 11.6 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 493 410 592 94 603 181 1277 1313 230 241 344 V/C Ratio(X) 0.32 0.90 0.15 0.39 0.70 0.02 0.37 0.80 0.10 0.49 0.79 Avail Cap(c_a), veh/h 480 410 592 143 1023 307 1291 1327 347 364 521 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) 0.63 0.63 0.63 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.5 48.4 38.5 47.3 43.0 38.9 23.4 28.9 0.0 38.9 41.3 43.3 Incr Delay (d2), s/veh 0.1 15.7 0.1 1.0 0.6 0.0 0.8 5.2 0.0 0.1 0.6 2.3 Initial Q Delay(d3),s/veh 0.0 70.2 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 2.1 21.3 1.1 1.0 3.5 0.1 4.2 12.3 0.0 0.5 2.8 3.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.6 134.3 38.5 48.3 43.6 38.9 24.2 34.1 0.0 39.0 41.8 45.7 LnGrp LOS D F DDDDCC DDD Approach Vol, veh/h 618 461 1523 A 411 Approach Delay, s/veh 97.4 43.9 31.0 44.2 Approach LOS F D C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.6 29.2 45.1 20.5 19.3 20.1 Change Period (Y+Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.9 Max Green Setting (Gmax), s 10.0 25.0 28.9 10.0 * 25 23.0 Max Q Clear Time (g_c+I1), s 4.5 24.4 30.4 7.0 11.8 13.6 Green Ext Time (p_c), s 0.0 0.2 0.0 0.1 1.6 1.0 Intersection Summary HCM 6th Ctrl Delay 48.4 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 10: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 122 289 149 1025 261 282 192 46 520 202 783 99 Future Volume (veh/h) 122 289 149 1025 261 282 192 46 520 202 783 99 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 123 292 0 1035 264 0 194 46 0 204 791 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 31 31 31 19 19 19 777666 Cap, veh/h 180 378 1093 407 196 453 524 1138 Arrive On Green 0.13 0.13 0.00 0.08 0.08 0.00 0.11 0.13 0.00 0.30 0.33 0.00 Sat Flow, veh/h 1372 2881 1221 4347 1618 1372 1711 3413 1522 1725 3441 1535 Grp Volume(v), veh/h 123 292 0 1035 264 0 194 46 0 204 791 0 Grp Sat Flow(s),veh/h/ln 1372 1441 1221 1449 1618 1372 1711 1706 1522 1725 1721 1535 Q Serve(g_s), s 9.0 10.3 0.0 24.9 16.6 0.0 11.9 1.2 0.0 9.8 21.0 0.0 Cycle Q Clear(g_c), s 9.0 10.3 0.0 24.9 16.6 0.0 11.9 1.2 0.0 9.8 21.0 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 180 378 1093 407 196 453 524 1138 V/C Ratio(X) 0.68 0.77 0.95 0.65 0.99 0.10 0.39 0.70 Avail Cap(c_a), veh/h 287 604 1093 407 196 686 524 1138 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 0.70 0.70 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 43.5 44.1 0.0 47.4 43.7 0.0 46.5 40.0 0.0 28.9 30.5 0.0 Incr Delay (d2), s/veh 1.7 1.3 0.0 12.4 2.5 0.0 61.9 0.0 0.0 0.2 3.5 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 3.1 3.7 0.0 10.9 7.5 0.0 8.3 0.5 0.0 4.0 9.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.2 45.4 0.0 59.9 46.2 0.0 108.4 40.1 0.0 29.1 34.1 0.0 LnGrp LOS D D E D F D C C Approach Vol, veh/h 415 A 1299 A 240 A 995 A Approach Delay, s/veh 45.3 57.1 95.3 33.0 Approach LOS D E F C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 16.0 39.6 18.4 36.8 18.8 31.0 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 12.0 26.5 22.0 17.4 * 21 26.4 Max Q Clear Time (g_c+I1), s 13.9 23.0 12.3 11.8 3.2 26.9 Green Ext Time (p_c), s 0.0 1.8 1.1 0.2 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 50.4 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 15: Gateway & Coporate Dwy 02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 61 0 34 3 0 25 41 675 5 52 1419 155 Future Volume (veh/h) 61 0 34 3 0 25 41 675 5 52 1419 155 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.96 1.00 0.96 1.00 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1752 1752 1752 1500 1500 1500 1707 1707 1707 1796 1796 1796 Adj Flow Rate, veh/h 62 0 -4 3 0 0 41 682 5 53 1433 151 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 10 10 10 27 27 27 13 13 13 7 7 7 Cap, veh/h 281 0 218 0 0 0 50 2144 16 66 2044 213 Arrive On Green 0.15 0.00 0.00 0.15 0.00 0.00 0.03 0.65 0.65 0.04 0.66 0.66 Sat Flow, veh/h 1268 0 1485 0 0 0 1626 3300 24 1711 3105 324 Grp Volume(v), veh/h 62 0 -4 3 0 0 41 335 352 53 782 802 Grp Sat Flow(s),veh/h/ln 1268 0 1485 0 0 0 1626 1622 1702 1711 1706 1722 Q Serve(g_s), s 3.3 0.0 0.0 0.0 0.0 0.0 1.9 6.9 6.9 2.3 22.0 22.6 Cycle Q Clear(g_c), s 3.3 0.0 0.0 0.0 0.0 0.0 1.9 6.9 6.9 2.3 22.0 22.6 Prop In Lane 1.00 1.00 1.00 0.00 1.00 0.01 1.00 0.19 Lane Grp Cap(c), veh/h 281 0 218 0 0 0 50 1054 1106 66 1123 1134 V/C Ratio(X) 0.22 0.00 -0.02 0.00 0.00 0.00 0.83 0.32 0.32 0.80 0.70 0.71 Avail Cap(c_a), veh/h 495 0 469 0 0 0 514 1054 1106 540 1123 1134 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.1 0.0 0.0 0.0 0.0 0.0 36.6 5.9 5.9 36.2 8.2 8.3 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.0 0.0 0.0 12.1 0.8 0.8 7.9 3.6 3.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 0.0 0.0 0.0 0.0 0.9 2.1 2.2 1.1 7.3 7.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.2 0.0 0.0 0.0 0.0 0.0 48.7 6.7 6.6 44.1 11.8 12.0 LnGrp LOS C AAAAADAADBB Approach Vol, veh/h 58 3 728 1637 Approach Delay, s/veh 31.2 0.0 9.0 12.9 Approach LOS C A A B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.9 53.9 15.1 6.3 54.5 15.1 Change Period (Y+Rc), s 4.0 4.5 4.0 4.0 4.5 4.0 Max Green Setting (Gmax), s 24.0 30.0 24.0 24.0 50.0 24.0 Max Q Clear Time (g_c+I1), s 4.3 8.9 5.3 3.9 24.6 2.0 Green Ext Time (p_c), s 0.0 2.8 0.1 0.0 9.2 0.0 Intersection Summary HCM 6th Ctrl Delay 12.2 HCM 6th LOS B HCM 6th Signalized Intersection Summary 16: Dubuque Ave./101 NB On Ramp & Oyster Point Blvd.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 501 1984 642 465 222 769 227 64 1192 0 0 0 Future Volume (veh/h) 501 1984 642 465 222 769 227 64 1192 0 0 0 Initial Q (Qb), veh 16 8 16 0000010 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1648 1648 1648 1856 1856 1856 Adj Flow Rate, veh/h 506 2004 447 470 224 307 229 65 1204 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 17 17 17 3 3 3 Cap, veh/h 642 1914 790 415 731 1090 805 828 1026 Arrive On Green 0.17 0.51 0.51 0.14 0.48 0.48 0.23 0.23 0.23 Sat Flow, veh/h 3563 3741 1544 3045 1648 2458 3428 3526 2768 Grp Volume(v), veh/h 506 2004 447 470 224 307 229 65 1204 Grp Sat Flow(s),veh/h/ln 1781 1870 1544 1522 1648 1229 1714 1763 1384 Q Serve(g_s), s 14.7 54.5 21.2 14.5 8.7 7.9 5.8 1.5 25.0 Cycle Q Clear(g_c), s 14.7 54.5 21.2 14.5 8.7 7.9 5.8 1.5 25.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 642 1914 790 415 731 1090 805 828 1026 V/C Ratio(X) 0.79 1.05 0.57 1.13 0.31 0.28 0.28 0.08 1.17 Avail Cap(c_a), veh/h 789 1914 790 415 791 1180 805 828 1026 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.6 26.0 19.4 46.0 19.1 18.9 33.4 31.8 33.5 Incr Delay (d2), s/veh 4.0 34.1 1.2 85.9 0.3 0.2 0.1 0.0 88.3 Initial Q Delay(d3),s/veh 21.2 15.0 6.8 0.0 0.0 0.0 0.0 0.0 35.1 %ile BackOfQ(50%),veh/ln 9.6 36.1 11.3 10.4 3.6 2.4 2.5 0.7 42.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 67.8 75.1 27.3 131.9 19.5 19.1 33.5 31.8 156.9 LnGrp LOS E F C F B B C C F Approach Vol, veh/h 2957 1001 1498 Approach Delay, s/veh 66.7 72.2 132.6 Approach LOS E E F Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 18.0 59.5 29.0 21.4 56.1 Change Period (Y+Rc), s 3.5 5.0 4.0 3.5 5.0 Max Green Setting (Gmax), s 14.5 54.5 25.0 23.6 45.4 Max Q Clear Time (g_c+I1), s 16.5 56.5 27.0 16.7 10.7 Green Ext Time (p_c), s 0.0 0.0 0.0 1.2 5.7 Intersection Summary HCM 6th Ctrl Delay 85.8 HCM 6th LOS F Notes User approved volume balancing among the lanes for turning movement. HCM 6th Signalized Intersection Summary 22: Veterans Blvd & Oyster Point Blvd.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 773 3098 95 4 803 25 60 4 10 42 2 93 Future Volume (veh/h) 773 3098 95 4 803 25 60 4 10 42 2 93 Initial Q (Qb), veh 0 32 0 0 26 0000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 1.00 0.95 1.00 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 1856 1856 1856 1574 1574 1574 1366 1366 1366 1678 1678 1678 Adj Flow Rate, veh/h 781 3129 95 4 811 23 61 4 1 42 2 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 3 3 3 22 22 22 36 36 36 15 15 15 Cap, veh/h 779 2400 63 9 1996 53 153 123 31 62 3 101 Arrive On Green 0.23 0.68 0.68 0.01 0.46 0.46 0.12 0.12 0.12 0.04 0.04 0.00 Sat Flow, veh/h 3428 3489 105 1499 4293 122 1301 1042 260 1528 73 2502 Grp Volume(v), veh/h 781 1571 1653 4 541 293 61 0 5 44 0 0 Grp Sat Flow(s),veh/h/ln 1714 1763 1832 1499 1432 1550 1301 0 1302 1601 0 1251 Q Serve(g_s), s 25.0 75.3 75.3 0.3 13.7 13.8 4.8 0.0 0.4 3.0 0.0 0.0 Cycle Q Clear(g_c), s 25.0 75.3 75.3 0.3 13.7 13.8 4.8 0.0 0.4 3.0 0.0 0.0 Prop In Lane 1.00 0.06 1.00 0.08 1.00 0.20 0.95 1.00 Lane Grp Cap(c), veh/h 779 1207 1256 9 1328 719 153 0 153 65 0 101 V/C Ratio(X) 1.00 1.30 1.32 0.43 0.41 0.41 0.40 0.00 0.03 0.68 0.00 0.00 Avail Cap(c_a), veh/h 779 1207 1254 82 1328 719 367 0 367 87 0 136 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 42.5 17.3 17.3 54.5 20.4 20.3 44.9 0.0 43.0 52.1 0.0 0.0 Incr Delay (d2), s/veh 10.2 136.2 142.8 10.9 0.9 1.7 0.6 0.0 0.0 5.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 47.7 45.9 0.0 2.1 1.8 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.4 86.6 91.8 0.1 6.0 6.5 1.6 0.0 0.1 1.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.7 201.3 206.0 65.4 23.4 23.8 45.5 0.0 43.0 57.1 0.0 0.0 LnGrp LOS F F F E C C D A D E A A Approach Vol, veh/h 4005 838 66 44 Approach Delay, s/veh 174.3 23.7 45.3 57.1 Approach LOS F C D E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 29.0 55.6 17.0 4.7 79.9 8.4 Change Period (Y+Rc), s 4.0 4.6 4.0 4.0 4.6 4.0 Max Green Setting (Gmax), s 25.0 31.4 31.0 6.0 50.4 6.0 Max Q Clear Time (g_c+I1), s 27.0 15.8 6.8 2.3 77.3 5.0 Green Ext Time (p_c), s 0.0 4.7 0.1 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 146.1 HCM 6th LOS F HCM 6th Signalized Intersection Summary 23: Airport Blvd. & Sister Cities Blvd./Oyster Point Blvd.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 142 1725 38 106 181 162 23 205 585 817 328 211 Future Volume (veh/h) 142 1725 38 106 181 162 23 205 585 817 328 211 Initial Q (Qb), veh 0 50 0000001224240 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1826 1826 1826 1870 1870 1870 1826 1826 1826 Adj Flow Rate, veh/h 143 1742 35 107 183 39 23 207 591 825 331 61 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %111555222555 Cap, veh/h 180 1912 12 674 1357 283 80 274 641 919 523 435 Arrive On Green 0.10 0.36 0.36 0.07 0.35 0.35 0.05 0.14 0.14 0.19 0.28 0.28 Sat Flow, veh/h 1795 5190 104 3374 2857 596 1781 1870 2790 4904 1826 1505 Grp Volume(v), veh/h 143 1151 626 107 110 112 23 207 591 825 331 61 Grp Sat Flow(s),veh/h/ln 1795 1716 1864 1687 1735 1719 1781 1870 1395 1635 1826 1505 Q Serve(g_s), s 6.2 25.8 25.8 2.4 3.5 3.6 1.0 8.6 8.3 13.1 12.7 2.4 Cycle Q Clear(g_c), s 6.2 25.8 25.8 2.4 3.5 3.6 1.0 8.6 8.3 13.1 12.7 2.4 Prop In Lane 1.00 0.06 1.00 0.35 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 180 1244 681 674 824 816 80 274 641 919 523 435 V/C Ratio(X) 0.80 0.93 0.92 0.16 0.13 0.14 0.29 0.75 0.92 0.90 0.63 0.14 Avail Cap(c_a), veh/h 292 1244 676 253 606 600 200 281 625 919 513 423 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.2 25.5 25.5 26.7 12.0 12.1 37.0 32.8 16.4 32.5 26.7 21.1 Incr Delay (d2), s/veh 3.1 13.0 19.5 0.0 0.3 0.3 0.7 9.6 19.3 11.2 2.0 0.1 Initial Q Delay(d3),s/veh 0.0 63.0 51.7 0.0 0.0 0.0 0.0 0.0 32.6 47.7 41.4 0.0 %ile BackOfQ(50%),veh/ln 2.8 24.3 25.7 0.8 1.0 1.1 0.4 4.4 6.6 10.7 13.6 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.3 101.5 96.7 26.8 12.4 12.4 37.7 42.4 68.3 91.4 70.1 21.1 LnGrp LOS D F F C B B D D E F E C Approach Vol, veh/h 1920 329 821 1217 Approach Delay, s/veh 95.3 17.1 60.9 82.1 Approach LOS F B E F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.6 27.5 12.0 32.9 19.0 16.1 10.9 34.0 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 4.0 5.0 5.0 * 5 Max Green Setting (Gmax), s 9.0 18.0 13.0 22.0 15.0 12.0 6.0 * 29 Max Q Clear Time (g_c+I1), s 3.0 14.7 8.2 5.6 15.1 10.6 4.4 27.8 Green Ext Time (p_c), s 0.0 0.5 0.1 0.6 0.0 0.5 0.0 1.0 Intersection Summary HCM 6th Ctrl Delay 78.9 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. HCM 6th Signalized Intersection Summary 39: Dubuque Ave. & 101 NB Off Ramp/101 SB On Ramp 02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1364 2 74 1 0 5 40 114 3 2 150 955 Future Volume (veh/h) 1364 2 74 1 0 5 40 114 3 2 150 955 Initial Q (Qb), veh 24 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.96 0.99 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 1856 1856 1856 1411 1411 1411 1781 1781 1781 1767 1767 1767 Adj Flow Rate, veh/h 1378 2 34 1 0 0 40 115 3 2 152 675 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 3 3 3 33 33 33 888999 Cap, veh/h 1765 45 771 3 0 0 57 514 13 73 361 1897 Arrive On Green 0.50 0.50 0.50 0.00 0.00 0.00 0.03 0.31 0.31 0.21 0.21 0.21 Sat Flow, veh/h 3428 88 1498 1344 0 0 1697 1726 45 6 1758 2635 Grp Volume(v), veh/h 1378 0 36 1 0 0 40 0 118 154 0 675 Grp Sat Flow(s),veh/h/ln 1714 0 1586 1344 0 0 1697 0 1771 1764 0 1317 Q Serve(g_s), s 16.5 0.0 0.6 0.0 0.0 0.0 1.1 0.0 2.4 0.0 0.0 4.9 Cycle Q Clear(g_c), s 16.5 0.0 0.6 0.0 0.0 0.0 1.1 0.0 2.4 3.7 0.0 4.9 Prop In Lane 1.00 0.94 1.00 0.00 1.00 0.03 0.01 1.00 Lane Grp Cap(c), veh/h 1765 0 817 3 0 0 57 0 527 433 0 1897 V/C Ratio(X) 0.78 0.00 0.04 0.38 0.00 0.00 0.70 0.00 0.22 0.36 0.00 0.36 Avail Cap(c_a), veh/h 4791 0 2216 177 0 0 209 0 1223 964 0 2638 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 10.7 0.0 6.1 26.5 0.0 0.0 25.4 0.0 14.4 18.7 0.0 2.7 Incr Delay (d2), s/veh 0.3 0.0 0.0 71.4 0.0 0.0 14.1 0.0 0.2 0.5 0.0 0.1 Initial Q Delay(d3),s/veh 6.1 0.0 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 7.6 0.0 0.2 0.1 0.0 0.0 0.7 0.0 1.0 1.6 0.0 4.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.1 0.0 6.2 97.9 0.0 0.0 39.5 0.0 14.6 19.2 0.0 2.8 LnGrp LOS B A A F A A D ABBAA Approach Vol, veh/h 1414 1 158 829 Approach Delay, s/veh 16.8 97.9 20.9 5.8 Approach LOS B F C A Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 4.7 13.8 3.1 18.5 27.1 Change Period (Y+Rc), s 3.0 3.5 3.0 3.5 3.0 Max Green Setting (Gmax), s 6.0 24.6 6.4 33.6 68.0 Max Q Clear Time (g_c+I1), s 3.1 6.9 2.0 4.4 18.5 Green Ext Time (p_c), s 0.0 3.4 0.0 0.3 5.6 Intersection Summary HCM 6th Ctrl Delay 13.3 HCM 6th LOS B HCM Signalized Intersection Capacity Analysis 2: Airport Blvd. & Grand Ave.02/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 186 297 119 445 199 154 35 434 469 1483 556 124 Future Volume (vph) 186 297 119 445 199 154 35 434 469 1483 556 124 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 0.97 0.95 1.00 Frpb, ped/bikes 1.00 0.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1593 1564 2814 1527 1298 1464 2927 1309 3030 3124 1281 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1593 1564 2814 1527 1298 1464 2927 1309 3030 3124 1281 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 188 300 120 449 201 156 35 438 474 1498 562 125 RTOR Reduction (vph) 0 14 0 0 0 137 0000083 Lane Group Flow (vph) 188 406 0 449 201 19 35 438 474 1498 562 42 Confl. Peds. (#/hr) 58 20 Confl. Bikes (#/hr) 9 3 3 Heavy Vehicles (%) 2% 2% 2% 12% 12% 12% 11% 11% 11% 4% 4% 4% Turn Type Split NA Split NA Perm Split NA custom Split NA Perm Protected Phases 4 4 7 7 6 6 2 6 7! 2! 2 Permitted Phases 7 2 Actuated Green, G (s) 26.0 26.0 13.1 13.1 13.1 12.1 12.1 70.1 35.1 35.1 35.1 Effective Green, g (s) 26.0 26.0 13.1 13.1 13.1 12.1 12.1 70.1 35.1 35.1 35.1 Actuated g/C Ratio 0.25 0.25 0.12 0.12 0.12 0.12 0.12 0.67 0.33 0.33 0.33 Clearance Time (s) 4.0 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Vehicle Extension (s) 2.0 2.0 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 394 387 351 190 161 168 337 873 1012 1044 428 v/s Ratio Prot 0.12 c0.26 c0.16 0.13 0.02 c0.15 0.36 c0.49 0.18 v/s Ratio Perm 0.01 0.03 v/c Ratio 0.48 1.05 1.28 1.06 0.12 0.21 1.30 0.54 1.48 0.54 0.10 Uniform Delay, d1 33.7 39.5 46.0 46.0 40.8 42.1 46.5 9.1 35.0 28.4 24.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 59.5 145.9 81.4 0.3 0.5 155.0 0.5 221.5 2.0 0.5 Delay (s) 34.0 99.0 191.8 127.4 41.2 42.6 201.5 9.6 256.4 30.4 24.5 Level of Service C F F F D D F A F C C Approach Delay (s) 78.9 146.6 99.6 185.0 Approach LOS E F F F Intersection Summary HCM 2000 Control Delay 146.2 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.29 Actuated Cycle Length (s) 105.0 Sum of lost time (s) 18.7 Intersection Capacity Utilization 117.4% ICU Level of Service H Analysis Period (min) 15 ! Phase conflict between lane groups. c Critical Lane Group HCM Signalized Intersection Capacity Analysis 3: Grand Ave. & Dubuque Ave.02/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 108 2141 930 43 54 38 Future Volume (vph) 108 2141 930 43 54 38 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.9 4.9 4.2 4.2 Lane Util. Factor 1.00 0.91 0.91 1.00 1.00 Frt 1.00 1.00 0.99 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1736 4988 4560 1703 1524 Flt Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1736 4988 4560 1703 1524 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 109 2163 939 43 55 38 RTOR Reduction (vph)0020034 Lane Group Flow (vph) 109 2163 980 0 55 4 Heavy Vehicles (%) 4% 4% 13% 13% 6% 6% Turn Type Prot NA NA Prot Perm Protected Phases 5 2 6 3 Permitted Phases 3 Actuated Green, G (s) 10.1 81.3 67.2 9.6 9.6 Effective Green, g (s) 10.1 81.3 67.2 9.6 9.6 Actuated g/C Ratio 0.10 0.81 0.67 0.10 0.10 Clearance Time (s) 4.0 4.9 4.9 4.2 4.2 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 175 4055 3064 163 146 v/s Ratio Prot c0.06 c0.43 0.21 c0.03 v/s Ratio Perm 0.00 v/c Ratio 0.62 0.53 0.32 0.34 0.02 Uniform Delay, d1 43.1 3.1 6.9 42.2 41.0 Progression Factor 1.00 1.00 1.05 1.00 1.00 Incremental Delay, d2 4.9 0.5 0.3 0.4 0.0 Delay (s) 48.0 3.6 7.4 42.7 41.0 Level of Service D A A D D Approach Delay (s) 5.7 7.4 42.0 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 7.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.1 Intersection Capacity Utilization 59.0% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 17: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Po02/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 3 Movement EBU EBL EBT EBR WBL2 WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 1 320 2016 839 48 887 21 532 92 127 10 16 Future Volume (vph) 1 320 2016 839 48 887 21 532 92 127 10 16 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.6 4.0 4.6 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.91 1.00 0.91 0.91 0.91 1.00 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 0.93 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 1.00 1.00 0.85 0.91 Flt Protected 0.95 1.00 0.95 1.00 0.95 0.97 1.00 0.99 Satd. Flow (prot) 1752 4788 1480 4233 3042 1557 1390 2749 Flt Permitted 0.95 1.00 0.95 1.00 0.95 0.97 1.00 0.99 Satd. Flow (perm) 1752 4788 1480 4233 3042 1557 1390 2749 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 1 323 2036 847 48 896 21 537 93 128 10 16 RTOR Reduction (vph)000001000101060 Lane Group Flow (vph) 0 324 2883 0 48 916 0 419 211 27 0 2 Confl. Peds. (#/hr) 9 51 Confl. Bikes (#/hr) 9 1 4 Heavy Vehicles (%) 2% 3% 3% 3% 22% 22% 22% 8% 8% 8% 17% 17% Turn Type Prot Prot NA Prot NA Split NA Perm Split NA Protected Phases 1 1 6 5 2 4 4 7 7 Permitted Phases 4 Actuated Green, G (s) 14.3 40.9 7.4 34.0 26.9 26.9 26.9 3.5 Effective Green, g (s) 14.3 40.9 7.4 34.0 26.9 26.9 26.9 3.5 Actuated g/C Ratio 0.11 0.32 0.06 0.27 0.21 0.21 0.21 0.03 Clearance Time (s) 4.0 4.6 4.0 4.6 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 3.0 2.0 3.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 196 1539 86 1131 643 329 293 75 v/s Ratio Prot c0.18 c0.60 0.03 0.22 c0.14 0.14 c0.00 v/s Ratio Perm 0.02 v/c Ratio 1.65 1.87 0.56 0.81 0.65 0.64 0.09 0.02 Uniform Delay, d1 56.5 43.2 58.3 43.6 45.9 45.7 40.3 60.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 315.5 395.5 4.4 4.4 1.8 3.2 0.1 0.0 Delay (s) 372.0 438.6 62.7 47.9 47.7 48.9 40.4 60.2 Level of Service F F E D D D D E Approach Delay (s) 431.9 48.7 46.8 60.2 Approach LOS F D D E Intersection Summary HCM 2000 Control Delay 394.8 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.61 Actuated Cycle Length (s) 127.2 Sum of lost time (s) 21.1 Intersection Capacity Utilization 163.0% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 17: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Po02/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 4 Movement SBR2 NER NER2 Lane Configurations Traffic Volume (vph) 36 1813 701 Future Volume (vph) 36 1813 701 Ideal Flow (vphpl) 1900 1990 1900 Total Lost time (s) 4.5 4.5 Lane Util. Factor *0.95 1.00 Frpb, ped/bikes 1.00 1.00 Flpb, ped/bikes 1.00 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow (prot) 3781 1615 Flt Permitted 1.00 1.00 Satd. Flow (perm) 3781 1615 Peak-hour factor, PHF 0.99 0.99 0.99 Adj. Flow (vph) 36 1831 708 RTOR Reduction (vph) 0 0 0 Lane Group Flow (vph) 0 1831 708 Confl. Peds. (#/hr) 63 Confl. Bikes (#/hr) 2 Heavy Vehicles (%) 17% 0% 0% Turn Type Prot Prot Protected Phases 3 3 Permitted Phases Actuated Green, G (s) 27.4 27.4 Effective Green, g (s) 27.4 27.4 Actuated g/C Ratio 0.22 0.22 Clearance Time (s) 4.5 4.5 Vehicle Extension (s) 2.0 2.0 Lane Grp Cap (vph) 814 347 v/s Ratio Prot c0.48 0.44 v/s Ratio Perm v/c Ratio 2.25 2.04 Uniform Delay, d1 49.9 49.9 Progression Factor 1.00 1.00 Incremental Delay, d2 566.2 478.1 Delay (s) 616.1 528.0 Level of Service F F Approach Delay (s) Approach LOS Intersection Summary HCM Signalized Intersection Capacity Analysis 43: Eccles & Forbes 02/27/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 187 750 3 1 188 36 2 2 1 59 2 120 Future Volume (vph) 187 750 3 1 188 36 2 2 1 59 2 120 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.98 0.97 0.95 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.98 0.97 1.00 Satd. Flow (prot) 1752 3502 1378 2676 1812 1394 1289 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.81 1.00 Satd. Flow (perm) 1752 3502 1378 2676 1849 1158 1289 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 189 758 3 1 190 36 2 2 1 60 2 121 RTOR Reduction (vph)00000001001676 Lane Group Flow (vph) 189 761 0 1 226 004007912 Confl. Peds. (#/hr) 11 Confl. Bikes (#/hr) 1 1 Heavy Vehicles (%) 3% 3% 3% 31% 31% 31% 0% 0% 0% 19% 19% 19% Turn Type Prot NA Prot NA Perm NA Perm NA Perm Protected Phases 5 2 1 6 3 4 Permitted Phases 3 4 4 Actuated Green, G (s) 10.8 28.1 0.5 17.8 0.6 6.9 6.9 Effective Green, g (s) 10.8 28.1 0.5 17.8 0.6 6.9 6.9 Actuated g/C Ratio 0.21 0.54 0.01 0.34 0.01 0.13 0.13 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.5 2.0 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 363 1888 13 914 21 153 170 v/s Ratio Prot c0.11 c0.22 0.00 0.08 v/s Ratio Perm c0.00 c0.07 0.01 v/c Ratio 0.52 0.40 0.08 0.25 0.19 0.52 0.07 Uniform Delay, d1 18.3 7.1 25.6 12.3 25.5 21.1 19.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.6 0.1 0.9 0.1 1.6 1.2 0.1 Delay (s) 19.0 7.2 26.5 12.4 27.1 22.3 19.8 Level of Service B A C B C C B Approach Delay (s) 9.5 12.5 27.1 21.1 Approach LOS A B C C Intersection Summary HCM 2000 Control Delay 11.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 52.1 Sum of lost time (s) 16.0 Intersection Capacity Utilization 43.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM 6th AWSC 35: Allerton Ave. & Forbes Blvd.02/13/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 1 Intersection Intersection Delay, s/veh 261.1 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 257 43 104 928 13 319 0 112 4 12 39 Future Vol, veh/h 8 257 43 104 928 13 319 0 112 4 12 39 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 Heavy Vehicles, % 22 22 22 10 10 10 7 7 7 100 100 100 Mvmt Flow 8 271 45 109 977 14 336 0 118 4 13 41 Number of Lanes 011110011010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2212 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2122 HCM Control Delay 23.8 438.6 31.2 17.7 HCM LOS C F D C Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 100% 0% 3% 0% 100% 0% 7% Vol Thru, % 0% 0% 97% 0% 0% 99% 22% Vol Right, % 0% 100% 0% 100% 0% 1% 71% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 319 112 265 43 104 941 55 LT Vol 319 0 8 0 104 0 4 Through Vol 0 0 257 0 0 928 12 RT Vol 0 112 0 43 0 13 39 Lane Flow Rate 336 118 279 45 109 991 58 Geometry Grp 7777776 Degree of Util (X) 0.76 0.228 0.617 0.091 0.24 2.025 0.162 Departure Headway (Hd) 9.701 8.452 9.231 8.482 7.882 7.359 12.321 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 376 428 393 425 454 495 293 Service Time 7.401 6.152 6.931 6.182 5.646 5.123 10.321 HCM Lane V/C Ratio 0.894 0.276 0.71 0.106 0.24 2.002 0.198 HCM Control Delay 37.4 13.6 25.7 12 13.1 485.6 17.7 HCM Lane LOS E B D B B F C HCM 95th-tile Q 6.1 0.9 4 0.3 0.9 67.6 0.6 HCM 6th Signalized Intersection Summary 1: Gateway & Corporate 02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM 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) 265 4 61 8 4 27 27 1169 5 20 476 29 Future Volume (veh/h) 265 4 61 8 4 27 27 1169 5 20 476 29 Initial Q (Qb), veh 0000000220000 Ped-Bike Adj(A_pbT) 0.97 0.97 0.97 0.96 1.00 0.97 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1648 1648 1648 1796 1796 1796 1811 1811 1811 Adj Flow Rate, veh/h 268 4 14 8 4 6 27 1181 5 20 481 25 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 1 1 1 17 17 17 777666 Cap, veh/h 438 91 319 389 147 220 79 1840 7 63 1721 89 Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.05 0.53 0.53 0.04 0.52 0.52 Sat Flow, veh/h 1380 360 1259 1198 580 870 1711 3485 15 1725 3321 172 Grp Volume(v), veh/h 268 0 18 8 0 10 27 578 608 20 249 257 Grp Sat Flow(s),veh/h/ln 1380 0 1619 1198 0 1450 1711 1706 1793 1725 1721 1773 Q Serve(g_s), s 13.6 0.0 0.6 0.4 0.0 0.4 1.1 18.2 18.2 0.8 6.1 6.1 Cycle Q Clear(g_c), s 14.0 0.0 0.6 1.0 0.0 0.4 1.1 18.2 18.2 0.8 6.1 6.1 Prop In Lane 1.00 0.78 1.00 0.60 1.00 0.01 1.00 0.10 Lane Grp Cap(c), veh/h 438 0 410 389 0 367 79 901 947 63 892 919 V/C Ratio(X) 0.61 0.00 0.04 0.02 0.00 0.03 0.34 0.64 0.64 0.32 0.28 0.28 Avail Cap(c_a), veh/h 657 0 667 580 0 597 237 901 947 239 892 919 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 Uniform Delay (d), s/veh 26.3 0.0 21.2 21.5 0.0 21.1 34.7 13.3 13.3 35.2 10.2 10.2 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.0 0.0 0.0 1.0 3.5 3.3 1.1 0.8 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 2.7 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 0.0 0.2 0.1 0.0 0.1 0.5 8.7 9.0 0.4 2.3 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.8 0.0 21.2 21.5 0.0 21.1 35.6 19.8 19.4 36.3 10.9 10.9 LnGrp LOS C A C C A C D B B D B B Approach Vol, veh/h 286 18 1213 526 Approach Delay, s/veh 26.5 21.3 19.9 11.9 Approach LOS C C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.7 44.7 23.6 7.4 44.0 23.6 Change Period (Y+Rc), s 4.0 5.1 4.6 4.0 5.1 4.6 Max Green Setting (Gmax), s 10.4 20.0 30.9 10.4 20.0 30.9 Max Q Clear Time (g_c+I1), s 2.8 20.2 16.0 3.1 8.1 3.0 Green Ext Time (p_c), s 0.0 0.0 0.4 0.0 1.6 0.0 Intersection Summary HCM 6th Ctrl Delay 18.8 HCM 6th LOS B HCM 6th Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 838 141 12 3352 422 326 Future Volume (veh/h) 838 141 12 3352 422 326 Initial Q (Qb), veh 000050 Ped-Bike Adj(A_pbT) 0.96 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1781 1781 1856 1856 1781 1781 Adj Flow Rate, veh/h 846 125 12 3386 426 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %883388 Cap, veh/h 2186 321 30 2583 489 Arrive On Green 1.00 1.00 0.02 0.64 0.28 0.00 Sat Flow, veh/h 4415 624 1767 5233 1697 2657 Grp Volume(v), veh/h 643 328 12 3386 426 0 Grp Sat Flow(s),veh/h/ln 1621 1637 1767 1689 1697 1329 Q Serve(g_s), s 0.0 0.0 0.7 64.2 24.2 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.7 64.2 24.2 0.0 Prop In Lane 0.38 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1666 840 30 2583 489 V/C Ratio(X) 0.39 0.39 0.40 1.31 0.87 Avail Cap(c_a), veh/h 1896 957 141 3251 696 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.09 0.09 1.00 0.00 Uniform Delay (d), s/veh 1.5 1.5 48.6 24.5 34.4 0.0 Incr Delay (d2), s/veh 0.7 1.3 0.3 140.1 8.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 5.9 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.7 0.3 52.3 12.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 2.1 2.8 48.9 164.6 48.8 0.0 LnGrp LOS A A D F D Approach Vol, veh/h 971 3398 426 A Approach Delay, s/veh 2.4 164.1 48.8 Approach LOS A F D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 5.7 62.5 68.2 31.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 39.0 51.0 41.0 Max Q Clear Time (g_c+I1), s 2.7 2.0 66.2 26.2 Green Ext Time (p_c), s 0.0 4.7 0.0 1.6 Intersection Summary HCM 6th Ctrl Delay 121.1 HCM 6th LOS F Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 165 808 191 762 1992 490 577 160 416 124 376 795 Future Volume (veh/h) 165 808 191 762 1992 490 577 160 416 124 376 795 Initial Q (Qb), veh 00003400000320 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 1722 1722 1722 1870 1870 1870 1767 1767 1767 1856 1856 1856 Adj Flow Rate, veh/h 167 816 41 770 2012 467 583 162 0 125 380 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 12 12 12 222999333 Cap, veh/h 704 2990 920 438 1563 130 314 650 164 588 Arrive On Green 0.22 0.43 0.43 0.17 0.44 0.44 0.19 0.23 0.00 0.09 0.14 0.00 Sat Flow, veh/h 1640 4701 1440 3456 4130 911 1682 1767 1497 1767 3526 1572 Grp Volume(v), veh/h 167 816 41 770 1639 840 583 162 0 125 380 0 Grp Sat Flow(s),veh/h/ln 1640 1567 1440 1728 1702 1637 1682 1767 1497 1767 1763 1572 Q Serve(g_s), s 13.2 18.0 1.4 19.0 49.1 49.1 28.0 11.6 0.0 10.4 15.7 0.0 Cycle Q Clear(g_c), s 13.2 18.0 1.4 19.0 49.1 49.1 28.0 11.6 0.0 10.4 15.7 0.0 Prop In Lane 1.00 1.00 1.00 0.56 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 704 2990 920 438 1114 579 314 650 164 588 V/C Ratio(X) 0.24 0.27 0.04 1.76 1.47 1.45 1.86 0.25 0.76 0.65 Avail Cap(c_a), veh/h 363 2013 616 438 1114 536 314 625 224 1044 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.94 0.94 0.94 0.09 0.09 0.09 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 27.9 12.8 16.2 62.4 42.3 42.3 61.0 33.3 0.0 66.4 60.8 0.0 Incr Delay (d2), s/veh 0.1 0.2 0.1 342.5 212.6 203.5 397.4 0.1 0.0 6.2 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 73.2 70.5 0.0 0.0 0.0 0.0 60.3 0.0 %ile BackOfQ(50%),veh/ln 3.9 4.1 0.5 28.9 63.6 64.2 46.6 4.2 0.0 5.0 14.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.9 13.0 16.3 404.8 328.1 316.3 458.4 33.3 0.0 72.7 121.6 0.0 LnGrp LOS C B B FFFFC EF Approach Vol, veh/h 1024 3249 745 A 505 A Approach Delay, s/veh 15.6 343.3 366.0 109.4 Approach LOS B F F F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 23.0 69.1 32.9 25.0 38.1 54.0 17.9 40.0 Change Period (Y+Rc), s 4.0 4.9 4.9 * 4.6 4.9 * 4.9 4.0 4.9 Max Green Setting (Gmax), s 19.0 41.1 28.0 * 44 11.0 * 49 19.0 53.1 Max Q Clear Time (g_c+I1), s 21.0 20.0 30.0 17.7 15.2 51.1 12.4 13.6 Green Ext Time (p_c), s 0.0 3.9 0.0 1.5 0.0 0.0 0.1 0.5 Intersection Summary HCM 6th Ctrl Delay 264.2 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 6: Harbor Wy./Forbes Blvd. & E. Grand Ave.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 368 801 179 308 2346 14 302 60 35 43 448 596 Future Volume (veh/h) 368 801 179 308 2346 14 302 60 35 43 448 596 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.92 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1663 1663 1663 1856 1856 1856 1767 1767 1767 1826 1826 1826 Adj Flow Rate, veh/h 372 809 181 311 2370 13 305 61 5 43 453 338 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 16 16 16 333999555 Cap, veh/h 434 1436 436 362 1458 8 324 646 282 464 488 708 Arrive On Green 0.28 0.63 0.63 0.11 0.28 0.28 0.19 0.19 0.19 0.27 0.27 0.27 Sat Flow, veh/h 3072 4540 1378 3428 5196 28 1682 3357 1467 1739 1826 2652 Grp Volume(v), veh/h 372 809 181 311 1539 844 305 61 5 43 453 338 Grp Sat Flow(s),veh/h/ln 1536 1513 1378 1714 1689 1847 1682 1678 1467 1739 1826 1326 Q Serve(g_s), s 17.2 15.3 9.8 13.4 42.1 42.1 26.8 2.2 0.4 2.8 36.3 16.1 Cycle Q Clear(g_c), s 17.2 15.3 9.8 13.4 42.1 42.1 26.8 2.2 0.4 2.8 36.3 16.1 Prop In Lane 1.00 1.00 1.00 0.02 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 434 1436 436 362 948 519 324 646 282 464 488 708 V/C Ratio(X) 0.86 0.56 0.42 0.86 1.62 1.63 0.94 0.09 0.02 0.09 0.93 0.48 Avail Cap(c_a), veh/h 434 1436 436 494 948 519 326 651 285 498 523 760 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.83 0.83 0.83 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.4 21.7 20.7 66.0 53.9 54.0 59.7 49.8 49.1 41.3 53.6 46.2 Incr Delay (d2), s/veh 13.3 1.3 2.4 8.5 285.7 290.9 34.4 0.0 0.0 0.0 21.7 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 6.6 4.2 2.9 6.3 55.5 61.4 14.5 1.0 0.2 1.2 19.6 5.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 65.6 23.0 23.1 74.4 339.7 344.8 94.1 49.8 49.1 41.3 75.3 46.4 LnGrp LOS E C C E F F F D D D E D Approach Vol, veh/h 1362 2694 371 834 Approach Delay, s/veh 34.7 310.7 86.2 61.8 Approach LOS C F F E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 25.2 47.0 44.1 20.8 51.4 33.8 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 18.0 42.1 43.0 21.6 38.5 29.1 Max Q Clear Time (g_c+I1), s 19.2 44.1 38.3 15.4 17.3 28.8 Green Ext Time (p_c), s 0.0 0.0 1.5 0.5 6.2 0.0 Intersection Summary HCM 6th Ctrl Delay 183.9 HCM 6th LOS F HCM 6th Signalized Intersection Summary 9: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 110 148 485 130 1119 14 486 714 175 10 260 1247 Future Volume (veh/h) 110 148 485 130 1119 14 486 714 175 10 260 1247 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 1.00 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1781 1781 1781 1811 1811 1811 1767 1767 1767 1841 1841 1841 Adj Flow Rate, veh/h 111 149 106 131 1130 3 491 721 0 10 263 970 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %888666999444 Cap, veh/h 301 421 611 161 1177 355 752 773 469 493 705 Arrive On Green 0.09 0.24 0.24 0.09 0.24 0.24 0.23 0.23 0.00 0.27 0.27 0.27 Sat Flow, veh/h 3291 1781 2584 1725 4944 1492 3264 3445 0 1753 1841 2633 Grp Volume(v), veh/h 111 149 106 131 1130 3 491 721 0 10 263 970 Grp Sat Flow(s),veh/h/ln 1646 1781 1292 1725 1648 1492 1632 1678 0 1753 1841 1316 Q Serve(g_s), s 3.3 7.3 3.4 7.8 23.7 0.2 14.3 22.1 0.0 0.4 12.8 28.1 Cycle Q Clear(g_c), s 3.3 7.3 3.4 7.8 23.7 0.2 14.3 22.1 0.0 0.4 12.8 28.1 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 301 421 611 161 1177 355 752 773 469 493 705 V/C Ratio(X) 0.37 0.35 0.17 0.82 0.96 0.01 0.65 0.93 0.02 0.53 1.38 Avail Cap(c_a), veh/h 313 424 615 164 1177 355 752 773 469 493 705 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.73 0.73 0.73 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.8 33.4 31.9 46.7 39.5 30.5 36.6 39.6 0.0 28.3 32.9 38.5 Incr Delay (d2), s/veh 0.2 0.3 0.1 24.1 17.3 0.0 4.4 19.5 0.0 0.0 0.6 178.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 3.2 1.1 4.4 11.3 0.1 6.0 11.0 0.0 0.2 5.7 26.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.0 33.7 32.0 70.8 56.8 30.5 41.0 59.1 0.0 28.3 33.4 216.8 LnGrp LOS D C C E E C D E C C F Approach Vol, veh/h 366 1264 1212 A 1243 Approach Delay, s/veh 36.6 58.2 51.8 176.5 Approach LOS D E D F Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.8 29.4 28.8 13.6 29.6 33.0 Change Period (Y+Rc), s 4.0 4.6 4.6 4.0 4.6 4.9 Max Green Setting (Gmax), s 10.0 25.0 23.8 10.0 25.0 28.1 Max Q Clear Time (g_c+I1), s 9.8 9.3 24.1 5.3 25.7 30.1 Green Ext Time (p_c), s 0.0 0.9 0.0 0.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 90.4 HCM 6th LOS F Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 10: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 169 262 208 2017 311 416 112 29 362 158 1139 183 Future Volume (veh/h) 169 262 208 2017 311 416 112 29 362 158 1139 183 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 145 301 0 2037 314 0 113 29 0 160 1151 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %666666151515333 Cap, veh/h 199 417 1475 549 143 757 328 1203 Arrive On Green 0.12 0.12 0.00 0.30 0.30 0.00 0.09 0.24 0.00 0.19 0.34 0.00 Sat Flow, veh/h 1725 3622 1535 4864 1811 1535 1598 3188 1422 1767 3526 1572 Grp Volume(v), veh/h 145 301 0 2037 314 0 113 29 0 160 1151 0 Grp Sat Flow(s),veh/h/ln 1725 1811 1535 1621 1811 1535 1598 1594 1422 1767 1763 1572 Q Serve(g_s), s 9.7 9.6 0.0 36.4 17.5 0.0 8.3 0.8 0.0 9.7 38.3 0.0 Cycle Q Clear(g_c), s 9.7 9.6 0.0 36.4 17.5 0.0 8.3 0.8 0.0 9.7 38.3 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 199 417 1475 549 143 757 328 1203 V/C Ratio(X) 0.73 0.72 1.38 0.57 0.79 0.04 0.49 0.96 Avail Cap(c_a), veh/h 316 664 1475 549 146 757 328 1203 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 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 51.3 51.2 0.0 41.8 35.2 0.0 53.5 35.2 0.0 43.7 38.7 0.0 Incr Delay (d2), s/veh 1.9 0.9 0.0 171.7 0.1 0.0 22.2 0.1 0.0 0.4 17.5 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 4.3 4.4 0.0 38.0 7.8 0.0 4.2 0.3 0.0 4.3 19.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.2 52.1 0.0 213.5 35.4 0.0 75.7 35.3 0.0 44.2 56.2 0.0 LnGrp LOS D D F D E D D E Approach Vol, veh/h 446 A 2351 A 142 A 1311 A Approach Delay, s/veh 52.5 189.7 67.5 54.7 Approach LOS D F E D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.7 45.8 18.4 27.2 33.4 41.0 Change Period (Y+Rc), s 4.0 4.9 4.6 4.9 * 4.9 4.6 Max Green Setting (Gmax), s 11.0 32.5 22.0 15.0 * 29 36.4 Max Q Clear Time (g_c+I1), s 10.3 40.3 11.7 11.7 2.8 38.4 Green Ext Time (p_c), s 0.0 0.0 1.2 0.1 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 129.6 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, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 15: Gateway & Coporate Dwy 02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 274 0 76 4 0 45 10 1455 3 104 501 44 Future Volume (veh/h) 274 0 76 4 0 45 10 1455 3 104 501 44 Initial Q (Qb), veh 0000000440000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1841 1841 1841 1796 1796 1796 Adj Flow Rate, veh/h 277 0 14 4 0 6 10 1470 3 105 506 38 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %000000444777 Cap, veh/h 297 0 438 58 23 35 17 1807 3 133 1840 138 Arrive On Green 0.27 0.00 0.27 0.27 0.00 0.27 0.01 0.50 0.50 0.08 0.57 0.57 Sat Flow, veh/h 783 0 1596 0 85 128 1753 3581 7 1711 3214 241 Grp Volume(v), veh/h 277 0 14 10 0 0 10 718 755 105 268 276 Grp Sat Flow(s),veh/h/ln 783 0 1596 213 0 0 1753 1749 1839 1711 1706 1749 Q Serve(g_s), s 0.0 0.0 0.6 0.0 0.0 0.0 0.5 30.2 30.2 5.3 7.0 7.0 Cycle Q Clear(g_c), s 24.0 0.0 0.6 24.0 0.0 0.0 0.5 30.2 30.2 5.3 7.0 7.0 Prop In Lane 1.00 1.00 0.40 0.60 1.00 0.00 1.00 0.14 Lane Grp Cap(c), veh/h 297 0 438 116 0 0 17 882 928 133 977 1001 V/C Ratio(X) 0.93 0.00 0.03 0.09 0.00 0.00 0.58 0.81 0.81 0.79 0.27 0.28 Avail Cap(c_a), veh/h 297 0 438 116 0 0 482 882 928 470 977 1001 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.4 0.0 23.2 25.6 0.0 0.0 43.1 20.1 20.0 39.6 9.5 9.5 Incr Delay (d2), s/veh 34.1 0.0 0.0 0.1 0.0 0.0 10.8 8.1 7.8 3.9 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 24.1 21.7 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.7 0.0 0.2 0.2 0.0 0.0 0.3 21.8 22.1 2.3 2.6 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 68.5 0.0 23.2 25.8 0.0 0.0 53.9 52.3 49.5 43.5 10.2 10.2 LnGrp LOS E A C C A A DDDDBB Approach Vol, veh/h 291 10 1483 649 Approach Delay, s/veh 66.3 25.8 50.9 15.6 Approach LOS E C D B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.8 48.6 28.0 4.9 54.5 28.0 Change Period (Y+Rc), s 4.0 4.5 4.0 4.0 4.5 4.0 Max Green Setting (Gmax), s 24.0 30.0 24.0 24.0 50.0 24.0 Max Q Clear Time (g_c+I1), s 7.3 32.2 26.0 2.5 9.0 26.0 Green Ext Time (p_c), s 0.1 0.0 0.0 0.0 2.3 0.0 Intersection Summary HCM 6th Ctrl Delay 43.2 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary 16: Dubuque Ave./101 NB On Ramp & Oyster Point Blvd.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 253 842 295 1813 1147 2368 541 167 230 0 0 0 Future Volume (veh/h) 253 842 295 1813 1147 2368 541 167 230 0 0 0 Initial Q (Qb), veh 0 0 0 32 16 0 10 0 5 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1870 1870 1870 1826 1826 1826 Adj Flow Rate, veh/h 256 851 114 1831 1483 1807 546 169 232 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %444222555 Cap, veh/h 247 976 398 1388 2258 1881 683 390 1650 Arrive On Green 0.07 0.27 0.27 0.41 0.61 0.61 0.20 0.20 0.20 Sat Flow, veh/h 3506 3681 1503 3563 3741 3170 3374 1826 2723 Grp Volume(v), veh/h 256 851 114 1831 1483 1807 546 169 232 Grp Sat Flow(s),veh/h/ln 1753 1841 1503 1781 1870 1585 1687 1826 1362 Q Serve(g_s), s 7.4 22.2 6.1 41.5 26.2 52.9 15.7 8.3 3.7 Cycle Q Clear(g_c), s 7.4 22.2 6.1 41.5 26.2 52.9 15.7 8.3 3.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 247 976 398 1388 2258 1881 683 390 1650 V/C Ratio(X) 1.04 0.87 0.29 1.32 0.66 0.96 0.80 0.43 0.14 Avail Cap(c_a), veh/h 259 999 408 1459 2270 1924 832 450 1787 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.5 36.4 30.3 32.5 13.9 20.0 39.3 35.3 8.8 Incr Delay (d2), s/veh 66.5 8.7 0.6 148.7 0.8 12.6 3.7 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 83.0 1.1 0.0 7.7 0.0 0.1 %ile BackOfQ(50%),veh/ln 5.6 11.4 2.3 62.2 12.3 22.3 8.2 3.7 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 116.0 45.1 30.9 264.2 15.7 32.6 50.7 35.6 8.9 LnGrp LOS F D C F B C D D A Approach Vol, veh/h 1221 5121 947 Approach Delay, s/veh 58.6 110.5 37.8 Approach LOS E F D Timer - Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 45.0 32.5 23.9 11.0 66.5 Change Period (Y+Rc), s 3.5 5.0 4.0 3.5 5.0 Max Green Setting (Gmax), s 41.5 27.5 25.0 7.5 61.5 Max Q Clear Time (g_c+I1), s 43.5 24.2 17.7 9.4 54.9 Green Ext Time (p_c), s 0.0 2.4 2.2 0.0 6.6 Intersection Summary HCM 6th Ctrl Delay 92.4 HCM 6th LOS F Notes User approved volume balancing among the lanes for turning movement. HCM 6th Signalized Intersection Summary 22: Veterans Blvd & Oyster Point Blvd.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 236 1023 30 7 2921 41 150 1 18 27 10 274 Future Volume (veh/h) 236 1023 30 7 2921 41 150 1 18 27 10 274 Initial Q (Qb), veh 0 32 0 0 140 0000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 1.00 0.96 1.00 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 1678 1678 1678 1870 1870 1870 1841 1841 1841 1870 1870 1870 Adj Flow Rate, veh/h 238 1033 29 7 2951 40 152 1 1 27 10 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 15 15 15 222444222 Cap, veh/h 199 2257 59 15 3431 25 225 106 106 43 16 91 Arrive On Green 0.06 0.71 0.71 0.01 0.66 0.66 0.13 0.13 0.13 0.03 0.03 0.00 Sat Flow, veh/h 3100 3162 89 1781 5191 70 1753 824 824 1317 488 2790 Grp Volume(v), veh/h 238 521 541 7 1930 1061 152 0 2 37 0 0 Grp Sat Flow(s),veh/h/ln 1550 1594 1657 1781 1702 1857 1753 0 1647 1805 0 1395 Q Serve(g_s), s 9.0 19.6 19.6 0.5 63.0 64.1 11.6 0.0 0.1 2.8 0.0 0.0 Cycle Q Clear(g_c), s 9.0 19.6 19.6 0.5 63.0 64.1 11.6 0.0 0.1 2.8 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.04 1.00 0.50 0.73 1.00 Lane Grp Cap(c), veh/h 199 1135 1181 15 2234 1222 225 0 211 59 0 91 V/C Ratio(X) 1.19 0.46 0.46 0.46 0.86 0.87 0.68 0.00 0.01 0.63 0.00 0.00 Avail Cap(c_a), veh/h 199 1135 1180 64 2234 1218 338 0 318 77 0 120 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.43 0.43 0.43 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 65.5 9.8 9.8 69.1 24.1 24.1 58.2 0.0 53.3 66.9 0.0 0.0 Incr Delay (d2), s/veh 107.0 0.6 0.6 7.9 4.8 8.5 1.3 0.0 0.0 4.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 2.6 2.4 0.0 89.3 77.9 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.5 10.0 10.2 0.3 62.6 65.9 5.3 0.0 0.1 1.4 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 172.5 13.0 12.8 77.0 118.1 110.4 59.6 0.0 53.3 70.9 0.0 0.0 LnGrp LOS F B B E F F E A D E A A Approach Vol, veh/h 1300 2998 154 37 Approach Delay, s/veh 42.1 115.3 59.5 70.9 Approach LOS D F E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 13.0 96.5 22.0 5.2 104.3 8.6 Change Period (Y+Rc), s 4.0 4.6 4.0 4.0 4.6 4.0 Max Green Setting (Gmax), s 9.0 81.4 27.0 5.0 85.4 6.0 Max Q Clear Time (g_c+I1), s 11.0 66.1 13.6 2.5 21.6 4.8 Green Ext Time (p_c), s 0.0 14.2 0.3 0.0 8.4 0.0 Intersection Summary HCM 6th Ctrl Delay 91.8 HCM 6th LOS F HCM 6th Signalized Intersection Summary 23: Airport Blvd. & Sister Cities Blvd./Oyster Point Blvd.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 118 405 40 273 1065 350 68 285 369 616 636 521 Future Volume (veh/h) 118 405 40 273 1065 350 68 285 369 616 636 521 Initial Q (Qb), veh 0000100003203618 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1885 1885 1885 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 119 409 29 276 1076 325 69 288 373 622 642 351 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %222111222222 Cap, veh/h 149 1725 121 387 1268 112 114 435 862 582 1142 504 Arrive On Green 0.08 0.35 0.35 0.11 0.38 0.38 0.06 0.18 0.18 0.18 0.31 0.31 Sat Flow, veh/h 1781 4864 340 3483 2703 807 1781 1870 2790 3456 3554 1529 Grp Volume(v), veh/h 119 285 153 276 709 692 69 288 373 622 642 351 Grp Sat Flow(s),veh/h/ln 1781 1702 1800 1742 1791 1719 1781 1870 1395 1728 1777 1529 Q Serve(g_s), s 7.2 6.5 6.6 8.4 42.0 42.0 4.1 16.4 0.0 19.7 16.8 17.3 Cycle Q Clear(g_c), s 7.2 6.5 6.6 8.4 42.0 42.0 4.1 16.4 0.0 19.7 16.8 17.3 Prop In Lane 1.00 0.19 1.00 0.47 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 149 1207 638 387 684 697 114 435 862 582 1142 504 V/C Ratio(X) 0.80 0.24 0.24 0.71 1.04 0.99 0.61 0.66 0.43 1.07 0.56 0.70 Avail Cap(c_a), veh/h 162 1207 638 412 684 657 130 493 1046 619 1090 469 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.21 0.21 0.21 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.5 25.0 25.0 47.2 34.0 34.0 50.1 38.4 32.2 45.7 32.7 21.3 Incr Delay (d2), s/veh 19.8 0.5 0.9 0.9 26.2 14.2 3.4 7.7 1.6 57.3 2.0 7.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 26.3 23.0 0.0 0.0 17.5 0.0 16.4 30.3 %ile BackOfQ(50%),veh/ln 4.1 2.7 3.0 3.6 27.2 24.7 1.9 7.8 7.3 12.4 12.1 13.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 69.3 25.5 25.9 48.1 86.6 71.2 53.5 46.1 51.3 103.1 51.0 59.4 LnGrp LOS E C C D F E D D D F D E Approach Vol, veh/h 557 1677 730 1615 Approach Delay, s/veh 35.0 73.9 49.4 72.9 Approach LOS C E D E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 38.7 13.2 47.0 24.7 25.1 16.2 44.0 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 5.0 * 5 4.0 5.0 Max Green Setting (Gmax), s 8.0 32.0 10.0 42.0 11.0 * 29 13.0 39.0 Max Q Clear Time (g_c+I1), s 6.1 19.3 9.2 44.0 21.7 18.4 10.4 8.6 Green Ext Time (p_c), s 0.0 3.2 0.0 0.0 0.0 1.7 0.2 1.9 Intersection Summary HCM 6th Ctrl Delay 64.9 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 39: Dubuque Ave. & 101 NB Off Ramp/101 SB On Ramp 02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 683 2 75 2 0 3 63 252 3 0 130 1978 Future Volume (veh/h) 683 2 75 2 0 3 63 252 3 0 130 1978 Initial Q (Qb), veh 000000121200024 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.96 1.00 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 1841 1841 1841 1900 1900 1900 1841 1841 1841 0 1856 1856 Adj Flow Rate, veh/h 690 2 25 2 0 0 64 255 3 0 131 1624 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %444000444033 Cap, veh/h 815 28 350 4 0 0 112 1170 13 0 1023 2156 Arrive On Green 0.25 0.25 0.25 0.00 0.00 0.00 0.05 0.61 0.61 0.00 0.52 0.52 Sat Flow, veh/h 3401 117 1461 1809 0 0 1753 1814 21 0 1856 2768 Grp Volume(v), veh/h 690 0 27 2 0 0 64 0 258 0 131 1624 Grp Sat Flow(s),veh/h/ln 1700 0 1578 1810 0 0 1753 0 1836 0 1856 1384 Q Serve(g_s), s 13.3 0.0 0.9 0.1 0.0 0.0 2.5 0.0 4.4 0.0 2.5 22.5 Cycle Q Clear(g_c), s 13.3 0.0 0.9 0.1 0.0 0.0 2.5 0.0 4.4 0.0 2.5 22.5 Prop In Lane 1.00 0.93 1.00 0.00 1.00 0.01 0.00 1.00 Lane Grp Cap(c), veh/h 815 0 378 4 0 0 112 0 1132 0 1023 2156 V/C Ratio(X) 0.85 0.00 0.07 0.51 0.00 0.00 0.57 0.00 0.23 0.00 0.13 0.75 Avail Cap(c_a), veh/h 1416 0 657 104 0 0 176 0 1977 0 1732 3270 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 31.2 0.0 25.3 42.6 0.0 0.0 51.3 0.0 6.6 0.0 9.0 4.9 Incr Delay (d2), s/veh 1.0 0.0 0.0 76.4 0.0 0.0 4.5 0.0 0.1 0.0 0.1 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 192.8 0.0 1.0 0.0 0.0 3.6 %ile BackOfQ(50%),veh/ln 6.7 0.0 0.4 0.1 0.0 0.0 9.2 0.0 3.0 0.0 1.1 16.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.2 0.0 25.4 119.0 0.0 0.0 248.6 0.0 7.7 0.0 9.0 9.0 LnGrp LOS C A C F A A F AAAAA Approach Vol, veh/h 717 2 322 1755 Approach Delay, s/veh 31.9 119.0 55.6 9.0 Approach LOS C F E A Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 6.2 40.0 3.2 46.2 20.3 Change Period (Y+Rc), s 3.0 3.5 3.0 3.5 3.0 Max Green Setting (Gmax), s 7.0 65.0 4.0 75.0 29.0 Max Q Clear Time (g_c+I1), s 4.5 24.5 2.1 6.4 15.3 Green Ext Time (p_c), s 0.0 11.9 0.0 0.8 2.0 Intersection Summary HCM 6th Ctrl Delay 20.3 HCM 6th LOS C HCM Signalized Intersection Capacity Analysis 2: Airport Blvd. & Grand Ave.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 160 193 85 1404 491 747 64 482 166 656 447 138 Future Volume (vph) 160 193 85 1404 491 747 64 482 166 656 447 138 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 0.97 0.95 1.00 Frpb, ped/bikes 1.00 0.97 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1608 1559 3060 1660 1388 1547 3094 1384 3001 3094 1333 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1608 1559 3060 1660 1388 1547 3094 1384 3001 3094 1333 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 162 195 86 1418 496 755 65 487 168 663 452 139 RTOR Reduction (vph) 0 14 0 0 0 388 00000110 Lane Group Flow (vph) 162 267 0 1418 496 367 65 487 168 663 452 29 Confl. Peds. (#/hr) 74 5 Confl. Bikes (#/hr) 2 6 4 Heavy Vehicles (%) 1% 1% 1% 3% 3% 3% 5% 5% 5% 5% 5% 5% Turn Type Split NA Split NA Perm Split NA custom Split NA Perm Protected Phases 4 4 7 7 6 6 2 6 7! 2! 2 Permitted Phases 7 2 Actuated Green, G (s) 23.7 23.7 37.1 37.1 37.1 15.1 15.1 87.4 25.4 25.4 25.4 Effective Green, g (s) 23.7 23.7 37.1 37.1 37.1 15.1 15.1 87.4 25.4 25.4 25.4 Actuated g/C Ratio 0.20 0.20 0.31 0.31 0.31 0.13 0.13 0.73 0.21 0.21 0.21 Clearance Time (s) 4.0 4.0 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 317 307 946 513 429 194 389 1008 635 654 282 v/s Ratio Prot 0.10 c0.17 c0.46 0.30 0.04 c0.16 0.12 c0.22 0.15 v/s Ratio Perm 0.26 0.02 v/c Ratio 0.51 0.87 1.50 0.97 0.85 0.34 1.25 0.17 1.04 0.69 0.10 Uniform Delay, d1 43.0 46.7 41.5 40.8 38.9 47.9 52.5 5.0 47.3 43.7 38.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.4 22.6 230.1 31.1 15.2 0.7 133.0 0.1 47.7 5.9 0.7 Delay (s) 44.4 69.2 271.6 71.9 54.2 48.6 185.4 5.1 95.0 49.6 38.9 Level of Service D E F E D D F A F D D Approach Delay (s) 60.1 173.0 131.0 72.4 Approach LOS E F F E Intersection Summary HCM 2000 Control Delay 132.4 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.20 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.7 Intersection Capacity Utilization 117.1% ICU Level of Service H Analysis Period (min) 15 ! Phase conflict between lane groups. c Critical Lane Group HCM Signalized Intersection Capacity Analysis 3: Grand Ave. & Dubuque Ave.02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 66 949 3658 116 30 75 Future Volume (vph) 66 949 3658 116 30 75 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.9 4.9 4.2 4.2 Lane Util. Factor 1.00 0.91 0.91 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1687 4848 2700 1770 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1687 4848 5058 1770 1583 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 67 959 3695 117 30 76 RTOR Reduction (vph)0020069 Lane Group Flow (vph) 67 959 3810 0 30 7 Confl. Peds. (#/hr) 1 Confl. Bikes (#/hr) 6 Heavy Vehicles (%) 7% 7% 2% 2% 2% 2% Turn Type Prot NA NA Prot Perm Protected Phases 5 2 6 3 Permitted Phases 3 Actuated Green, G (s) 8.0 70.9 58.9 9.6 9.6 Effective Green, g (s) 8.0 70.9 58.9 9.6 9.6 Actuated g/C Ratio 0.08 0.71 0.59 0.10 0.10 Clearance Time (s) 4.0 4.9 4.9 4.2 4.2 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 134 3437 1590 169 151 v/s Ratio Prot c0.04 0.20 c1.41 c0.02 v/s Ratio Perm 0.00 v/c Ratio 0.50 0.28 2.40 0.18 0.05 Uniform Delay, d1 44.1 5.3 20.6 41.6 41.1 Progression Factor 1.00 1.00 1.48 1.00 1.00 Incremental Delay, d2 1.1 0.2 628.5 0.2 0.0 Delay (s) 45.2 5.5 658.8 41.8 41.1 Level of Service D A F D D Approach Delay (s) 8.1 658.8 41.3 Approach LOS A F D Intersection Summary HCM 2000 Control Delay 510.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.77 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.1 Intersection Capacity Utilization 90.8% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 17: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Po02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 3 Movement EBU EBL EBT EBR WBL2 WBT WBR NBU NBL NBT NBR SBL Lane Configurations Traffic Volume (vph) 4 49 757 262 152 3174 19 2 1719 32 80 8 Future Volume (vph) 4 49 757 262 152 3174 19 2 1719 32 80 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.6 4.0 4.6 4.0 4.0 4.0 Lane Util. Factor 1.00 0.91 1.00 0.91 0.91 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 0.94 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 0.95 1.00 Satd. Flow (prot) 1597 4398 1770 5079 3189 1603 1478 Flt Permitted 0.95 1.00 0.95 1.00 0.95 0.95 1.00 Satd. Flow (perm) 1597 4398 1770 5079 3189 1603 1478 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 4 49 765 265 154 3206 19 2 1736 32 81 8 RTOR Reduction (vph)0000010000610 Lane Group Flow (vph) 0 53 1030 0 154 3224 0 0 1182 588 20 0 Confl. Peds. (#/hr) 8 37 Confl. Bikes (#/hr) 2 5 4 Heavy Vehicles (%) 13% 13% 13% 13% 2% 2% 2% 3% 3% 3% 3% 1% Turn Type Prot Prot NA Prot NA Split Split NA Perm Split Protected Phases 1 1 6 5 2 4 4 4 7 Permitted Phases 4 Actuated Green, G (s) 7.8 35.6 13.5 41.3 33.9 33.9 33.9 Effective Green, g (s) 7.8 35.6 13.5 41.3 33.9 33.9 33.9 Actuated g/C Ratio 0.06 0.26 0.10 0.30 0.25 0.25 0.25 Clearance Time (s) 4.0 4.6 4.0 4.6 4.0 4.0 4.0 Vehicle Extension (s) 2.0 3.0 2.0 3.0 2.0 2.0 2.0 Lane Grp Cap (vph) 91 1149 175 1540 793 398 367 v/s Ratio Prot 0.03 0.23 c0.09 c0.63 c0.37 0.37 v/s Ratio Perm 0.01 v/c Ratio 0.58 0.90 0.88 2.09 1.49 1.48 0.05 Uniform Delay, d1 62.6 48.5 60.6 47.4 51.1 51.1 39.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.0 9.3 35.6 494.4 227.4 228.0 0.0 Delay (s) 68.6 57.8 96.2 541.8 278.6 279.2 39.0 Level of Service E E F F F F D Approach Delay (s) 58.4 521.5 268.3 Approach LOS E F F Intersection Summary HCM 2000 Control Delay 322.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.46 Actuated Cycle Length (s) 136.2 Sum of lost time (s) 21.1 Intersection Capacity Utilization 141.6% ICU Level of Service H Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group HCM Signalized Intersection Capacity Analysis 17: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Po02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 4 Movement SBT SBR2 NER NER2 Lane Configurations Traffic Volume (vph) 27 431 444 191 Future Volume (vph) 27 431 444 191 Ideal Flow (vphpl) 1900 1900 1990 1900 Total Lost time (s) 4.0 4.5 4.5 Lane Util. Factor 0.95 *0.95 1.00 Frpb, ped/bikes 0.96 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 Frt 0.86 1.00 0.85 Flt Protected 1.00 1.00 1.00 Satd. Flow (prot) 2963 3376 1442 Flt Permitted 1.00 1.00 1.00 Satd. Flow (perm) 2963 3376 1442 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 Adj. Flow (vph) 27 435 448 193 RTOR Reduction (vph) 372 0 0 0 Lane Group Flow (vph) 98 0 448 193 Confl. Peds. (#/hr) 54 Confl. Bikes (#/hr) 8 Heavy Vehicles (%) 1% 1% 12% 12% Turn Type NA Prot Prot Protected Phases 7 3 3 Permitted Phases Actuated Green, G (s) 8.8 23.3 23.3 Effective Green, g (s) 8.8 23.3 23.3 Actuated g/C Ratio 0.06 0.17 0.17 Clearance Time (s) 4.0 4.5 4.5 Vehicle Extension (s) 2.0 2.0 2.0 Lane Grp Cap (vph) 191 577 246 v/s Ratio Prot c0.03 0.13 c0.13 v/s Ratio Perm v/c Ratio 0.92dr 0.78 0.78 Uniform Delay, d1 61.6 54.0 54.0 Progression Factor 1.00 1.00 1.00 Incremental Delay, d2 1.0 5.9 14.0 Delay (s) 62.6 59.9 68.0 Level of Service E E E Approach Delay (s) 62.6 Approach LOS E Intersection Summary HCM Signalized Intersection Capacity Analysis 43: Eccles & Forbes 02/26/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 113 188 3 1 956 61 3 1 1 27 1 421 Future Volume (vph) 113 188 3 1 956 61 3 1 1 27 1 421 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.99 0.97 0.87 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.97 0.99 1.00 Satd. Flow (prot) 1492 2976 1656 3277 1795 1484 1461 Flt Permitted 0.95 1.00 0.95 1.00 0.63 0.96 1.00 Satd. Flow (perm) 1492 2976 1656 3277 1158 1430 1461 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 114 190 3 1 966 62 3 1 1 27 1 425 RTOR Reduction (vph)0000000100182205 Lane Group Flow (vph) 114 193 0 1 1028 004004620 Confl. Peds. (#/hr) 1 2 Confl. Bikes (#/hr) 3 Heavy Vehicles (%) 21% 21% 21% 9% 9% 9% 0% 0% 0% 5% 5% 5% Turn Type Prot NA Prot NA Perm NA Perm NA Perm Protected Phases 5 2 1 6 3 4 Permitted Phases 3 4 4 Actuated Green, G (s) 11.7 54.4 0.9 43.6 19.1 8.7 8.7 Effective Green, g (s) 11.7 54.4 0.9 43.6 19.1 8.7 8.7 Actuated g/C Ratio 0.12 0.55 0.01 0.44 0.19 0.09 0.09 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.5 2.0 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 176 1633 15 1441 223 125 128 v/s Ratio Prot c0.08 0.06 0.00 c0.31 v/s Ratio Perm c0.00 c0.03 0.01 v/c Ratio 0.65 0.12 0.07 0.71 0.02 0.36 0.15 Uniform Delay, d1 41.7 10.8 48.7 22.7 32.4 42.6 41.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.0 0.0 0.7 1.6 0.2 0.7 0.2 Delay (s) 47.7 10.8 49.4 24.2 32.6 43.3 42.0 Level of Service D B D C C D D Approach Delay (s) 24.5 24.3 32.6 42.6 Approach LOS CCCD Intersection Summary HCM 2000 Control Delay 29.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length (s) 99.1 Sum of lost time (s) 16.0 Intersection Capacity Utilization 59.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Appendix E: Count Sheets Location:Driveway 1 West of Gateway Blvd Date Range:12/11/2019 - 12/17/2019 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 0 1 0 0 0 ---------------1 0 1 1:00 AM 0 0 0 0 0 0 ---------------0 0 0 2:00 AM 0 1 1 1 1 2 ---------------1 1 2 3:00 AM 2 0 2 2 1 3 ---------------2 1 3 4:00 AM 0 3 3 0 2 2 ---------------0 3 3 5:00 AM 0 16 16 1 17 18 ---------------1 17 17 6:00 AM 5 43 48 3 47 50 ---------------4 45 49 7:00 AM 8 77 85 3 80 83 ---------------6 79 84 8:00 AM 6 111 117 8 85 93 ---------------7 98 105 9:00 AM 10 51 61 10 55 65 ---------------10 53 63 10:00 AM 10 21 31 18 25 43 ---------------14 23 37 11:00 AM 24 28 52 0 6 6 ---------------12 17 29 12:00 PM 23 20 43 0 0 0 ---------------12 10 22 1:00 PM 11 22 33 0 0 0 ---------------6 11 17 2:00 PM 20 14 34 14 2 16 ---------------17 8 25 3:00 PM 10 10 20 14 10 24 ---------------12 10 22 4:00 PM 40 5 45 29 6 35 ---------------35 6 40 5:00 PM 41 6 47 43 11 54 ---------------42 9 51 6:00 PM 16 5 21 17 4 21 ---------------17 5 21 7:00 PM 9 2 11 6 3 9 ---------------8 3 10 8:00 PM 6 1 7 5 4 9 ---------------6 3 8 9:00 PM 3 2 5 3 2 5 ---------------3 2 5 10:00 PM 4 2 6 2 1 3 ---------------3 2 5 11:00 PM 1 1 2 1 2 3 ---------------1 2 3 Total 250 441 691 180 364 544 ---------------215 403 618 Percent 36%64%-33%67%----------------35%65%- AM Peak 11:00 08:00 08:00 10:00 08:00 08:00 ---------------10:00 08:00 08:00 Vol.24 111 117 18 85 93 ---------------14 98 105 PM Peak 17:00 13:00 17:00 17:00 17:00 17:00 ---------------17:00 13:00 17:00 Vol.41 22 47 43 11 54 ---------------42 11 51 1. Mid-week average includes data between Tuesday and Thursday. Wednesday Thursday Friday 12/12/201912/11/2019 Mid-Week Average12/13/2019 Saturday Sunday Monday Tuesday 12/17/201912/16/201912/15/201912/14/2019 1 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com Location:Driveway 2 West of Gateway Blvd Date Range:12/11/2019 - 12/17/2019 Site Code:02 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 3 1 4 2 1 3 ---------------3 1 4 1:00 AM 0 0 0 1 0 1 ---------------1 0 1 2:00 AM 7 2 9 6 2 8 ---------------7 2 9 3:00 AM 0 1 1 1 3 4 ---------------1 2 3 4:00 AM 3 8 11 2 8 10 ---------------3 8 11 5:00 AM 5 26 31 2 27 29 ---------------4 27 30 6:00 AM 11 46 57 23 45 68 ---------------17 46 63 7:00 AM 39 69 108 28 60 88 ---------------34 65 98 8:00 AM 50 89 139 46 71 117 ---------------48 80 128 9:00 AM 44 77 121 35 62 97 ---------------40 70 109 10:00 AM 56 35 91 60 40 100 ---------------58 38 96 11:00 AM 97 50 147 40 19 59 ---------------69 35 103 12:00 PM 96 46 142 0 0 0 ---------------48 23 71 1:00 PM 73 44 117 0 0 0 ---------------37 22 59 2:00 PM 136 16 152 90 16 106 ---------------113 16 129 3:00 PM 113 17 130 122 10 132 ---------------118 14 131 4:00 PM 160 14 174 146 4 150 ---------------153 9 162 5:00 PM 169 11 180 185 11 196 ---------------177 11 188 6:00 PM 84 10 94 76 6 82 ---------------80 8 88 7:00 PM 29 3 32 22 3 25 ---------------26 3 29 8:00 PM 11 4 15 9 3 12 ---------------10 4 14 9:00 PM 10 5 15 13 3 16 ---------------12 4 16 10:00 PM 1 1 2 8 2 10 ---------------5 2 6 11:00 PM 3 0 3 4 0 4 ---------------4 0 4 Total 1,200 575 1,775 921 396 1,317 ---------------1,061 486 1,546 Percent 68%32%-70%30%----------------69%31%- AM Peak 11:00 08:00 11:00 10:00 08:00 08:00 ---------------11:00 08:00 08:00 Vol.97 89 147 60 71 117 ---------------69 80 128 PM Peak 17:00 12:00 17:00 17:00 14:00 17:00 ---------------17:00 12:00 17:00 Vol.169 46 180 185 16 196 ---------------177 23 188 1. Mid-week average includes data between Tuesday and Thursday. Wednesday Thursday Friday 12/12/201912/11/2019 Mid-Week Average12/13/2019 Saturday Sunday Monday Tuesday 12/17/201912/16/201912/15/201912/14/2019 1 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com Location:Driveway 3 West of Gateway Blvd Date Range:12/11/2019 - 12/17/2019 Site Code:03 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 2 0 2 5 0 5 ---------------4 0 4 1:00 AM 3 1 4 3 0 3 ---------------3 1 4 2:00 AM 1 1 2 0 0 0 ---------------1 1 1 3:00 AM 0 2 2 0 3 3 ---------------0 3 3 4:00 AM 10 17 27 5 6 11 ---------------8 12 19 5:00 AM 11 59 70 4 36 40 ---------------8 48 55 6:00 AM 23 68 91 20 78 98 ---------------22 73 95 7:00 AM 34 116 150 42 114 156 ---------------38 115 153 8:00 AM 46 154 200 47 139 186 ---------------47 147 193 9:00 AM 46 114 160 57 109 166 ---------------52 112 163 10:00 AM 52 69 121 52 69 121 ---------------52 69 121 11:00 AM 59 58 117 34 46 80 ---------------47 52 99 12:00 PM 76 65 141 0 0 0 ---------------38 33 71 1:00 PM 60 60 120 0 0 0 ---------------30 30 60 2:00 PM 91 43 134 58 30 88 ---------------75 37 111 3:00 PM 93 41 134 99 47 146 ---------------96 44 140 4:00 PM 134 59 193 100 52 152 ---------------117 56 173 5:00 PM 113 39 152 98 45 143 ---------------106 42 148 6:00 PM 33 27 60 47 30 77 ---------------40 29 69 7:00 PM 26 14 40 35 13 48 ---------------31 14 44 8:00 PM 9 2 11 9 5 14 ---------------9 4 13 9:00 PM 11 1 12 3 6 9 ---------------7 4 11 10:00 PM 4 3 7 8 1 9 ---------------6 2 8 11:00 PM 4 2 6 5 1 6 ---------------5 2 6 Total 941 1,015 1,956 731 830 1,561 ---------------836 923 1,759 Percent 48%52%-47%53%----------------48%52%- AM Peak 11:00 08:00 08:00 09:00 08:00 08:00 ---------------10:00 08:00 08:00 Vol.59 154 200 57 139 186 ---------------52 147 193 PM Peak 16:00 12:00 16:00 16:00 16:00 16:00 ---------------16:00 16:00 16:00 Vol.134 65 193 100 52 152 ---------------117 56 173 1. Mid-week average includes data between Tuesday and Thursday. Wednesday Thursday Friday 12/12/201912/11/2019 Mid-Week Average12/13/2019 Saturday Sunday Monday Tuesday 12/17/201912/16/201912/15/201912/14/2019 1 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com Location:Driveway 4 West of Gateway Blvd Date Range:12/11/2019 - 12/17/2019 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 3 1 4 2 2 4 ---------------3 2 4 1:00 AM 0 0 0 3 0 3 ---------------2 0 2 2:00 AM 7 1 8 11 3 14 ---------------9 2 11 3:00 AM 0 1 1 0 0 0 ---------------0 1 1 4:00 AM 11 13 24 8 9 17 ---------------10 11 21 5:00 AM 15 35 50 17 29 46 ---------------16 32 48 6:00 AM 49 56 105 52 52 104 ---------------51 54 105 7:00 AM 116 118 234 105 112 217 ---------------111 115 226 8:00 AM 129 164 293 136 154 290 ---------------133 159 292 9:00 AM 135 119 254 132 111 243 ---------------134 115 249 10:00 AM 96 76 172 83 82 165 ---------------90 79 169 11:00 AM 97 84 181 94 67 161 ---------------96 76 171 12:00 PM 102 57 159 0 0 0 ---------------51 29 80 1:00 PM 96 63 159 9 7 16 ---------------53 35 88 2:00 PM 136 48 184 160 47 207 ---------------148 48 196 3:00 PM 172 53 225 185 73 258 ---------------179 63 242 4:00 PM 209 80 289 198 62 260 ---------------204 71 275 5:00 PM 210 61 271 190 59 249 ---------------200 60 260 6:00 PM 108 30 138 107 29 136 ---------------108 30 137 7:00 PM 68 12 80 47 19 66 ---------------58 16 73 8:00 PM 25 6 31 39 7 46 ---------------32 7 39 9:00 PM 9 5 14 25 7 32 ---------------17 6 23 10:00 PM 22 11 33 11 9 20 ---------------17 10 27 11:00 PM 16 2 18 9 5 14 ---------------13 4 16 Total 1,831 1,096 2,927 1,623 945 2,568 ---------------1,727 1,021 2,748 Percent 63%37%-63%37%----------------63%37%- AM Peak 09:00 08:00 08:00 08:00 08:00 08:00 ---------------09:00 08:00 08:00 Vol.135 164 293 136 154 290 ---------------134 159 292 PM Peak 17:00 16:00 16:00 16:00 15:00 16:00 ---------------16:00 16:00 16:00 Vol.210 80 289 198 73 260 ---------------204 71 275 1. Mid-week average includes data between Tuesday and Thursday. Wednesday Thursday Friday 12/12/201912/11/2019 Mid-Week Average12/13/2019 Saturday Sunday Monday Tuesday 12/17/201912/16/201912/15/201912/14/2019 1 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com Location:Driveway 5 West of Gateway Blvd Date Range:12/11/2019 - 12/17/2019 Site Code:05 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 9 3 12 7 0 7 ---------------8 2 10 1:00 AM 5 2 7 5 0 5 ---------------5 1 6 2:00 AM 7 3 10 7 2 9 ---------------7 3 10 3:00 AM 6 3 9 0 2 2 ---------------3 3 6 4:00 AM 5 6 11 11 6 17 ---------------8 6 14 5:00 AM 20 23 43 14 12 26 ---------------17 18 35 6:00 AM 25 29 54 33 26 59 ---------------29 28 57 7:00 AM 45 52 97 44 60 104 ---------------45 56 101 8:00 AM 82 81 163 127 76 203 ---------------105 79 183 9:00 AM 145 78 223 136 74 210 ---------------141 76 217 10:00 AM 76 42 118 91 46 137 ---------------84 44 128 11:00 AM 129 36 165 130 51 181 ---------------130 44 173 12:00 PM 101 72 173 0 0 0 ---------------51 36 87 1:00 PM 104 61 165 22 12 34 ---------------63 37 100 2:00 PM 147 39 186 149 50 199 ---------------148 45 193 3:00 PM 160 46 206 167 58 225 ---------------164 52 216 4:00 PM 212 49 261 235 59 294 ---------------224 54 278 5:00 PM 233 28 261 216 32 248 ---------------225 30 255 6:00 PM 129 20 149 131 17 148 ---------------130 19 149 7:00 PM 52 11 63 55 3 58 ---------------54 7 61 8:00 PM 23 7 30 26 7 33 ---------------25 7 32 9:00 PM 18 1 19 20 6 26 ---------------19 4 23 10:00 PM 18 2 20 16 1 17 ---------------17 2 19 11:00 PM 8 0 8 11 4 15 ---------------10 2 12 Total 1,759 694 2,453 1,653 604 2,257 ---------------1,706 649 2,355 Percent 72%28%-73%27%----------------72%28%- AM Peak 09:00 08:00 09:00 09:00 08:00 09:00 ---------------09:00 08:00 09:00 Vol.145 81 223 136 76 210 ---------------141 79 217 PM Peak 17:00 12:00 16:00 16:00 16:00 16:00 ---------------17:00 16:00 16:00 Vol.233 72 261 235 59 294 ---------------225 54 278 1. Mid-week average includes data between Tuesday and Thursday. Wednesday Thursday Friday 12/12/201912/11/2019 Mid-Week Average12/13/2019 Saturday Sunday Monday Tuesday 12/17/201912/16/201912/15/201912/14/2019 1 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com Location:Driveway 6 South of Corporate Dr Date Range:12/11/2019 - 12/17/2019 Site Code:06 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 3 0 3 0 0 0 ---------------2 0 2 1:00 AM 0 1 1 2 0 2 ---------------1 1 2 2:00 AM 2 0 2 2 0 2 ---------------2 0 2 3:00 AM 2 1 3 0 2 2 ---------------1 2 3 4:00 AM 3 3 6 1 1 2 ---------------2 2 4 5:00 AM 2 5 7 0 3 3 ---------------1 4 5 6:00 AM 2 10 12 2 9 11 ---------------2 10 12 7:00 AM 3 16 19 3 26 29 ---------------3 21 24 8:00 AM 4 45 49 6 54 60 ---------------5 50 55 9:00 AM 5 65 70 11 50 61 ---------------8 58 66 10:00 AM 4 20 24 15 13 28 ---------------10 17 26 11:00 AM 25 10 35 24 18 42 ---------------25 14 39 12:00 PM 19 19 38 1 3 4 ---------------10 11 21 1:00 PM 10 23 33 1 5 6 ---------------6 14 20 2:00 PM 14 10 24 6 5 11 ---------------10 8 18 3:00 PM 10 8 18 20 7 27 ---------------15 8 23 4:00 PM 35 6 41 36 10 46 ---------------36 8 44 5:00 PM 42 5 47 44 5 49 ---------------43 5 48 6:00 PM 28 3 31 20 4 24 ---------------24 4 28 7:00 PM 6 6 12 10 4 14 ---------------8 5 13 8:00 PM 3 2 5 3 3 6 ---------------3 3 6 9:00 PM 1 0 1 5 6 11 ---------------3 3 6 10:00 PM 0 1 1 0 0 0 ---------------0 1 1 11:00 PM 3 0 3 1 0 1 ---------------2 0 2 Total 226 259 485 213 228 441 ---------------220 244 463 Percent 47%53%-48%52%----------------47%53%- AM Peak 11:00 09:00 09:00 11:00 08:00 09:00 ---------------11:00 09:00 09:00 Vol.25 65 70 24 54 61 ---------------25 58 66 PM Peak 17:00 13:00 17:00 17:00 16:00 17:00 ---------------17:00 13:00 17:00 Vol.42 23 47 44 10 49 ---------------43 14 48 1. Mid-week average includes data between Tuesday and Thursday. Wednesday Thursday Friday 12/12/201912/11/2019 Mid-Week Average12/13/2019 Saturday Sunday Monday Tuesday 12/17/201912/16/201912/15/201912/14/2019 1 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com Location:Driveway 7 South of Corporate Dr Date Range:12/11/2019 - 12/17/2019 Site Code:07 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 1 0 1 0 0 0 ---------------1 0 1 1:00 AM 1 1 2 0 2 2 ---------------1 2 2 2:00 AM 0 1 1 0 1 1 ---------------0 1 1 3:00 AM 0 2 2 0 0 0 ---------------0 1 1 4:00 AM 1 5 6 2 10 12 ---------------2 8 9 5:00 AM 5 8 13 2 3 5 ---------------4 6 9 6:00 AM 0 6 6 2 6 8 ---------------1 6 7 7:00 AM 4 11 15 2 3 5 ---------------3 7 10 8:00 AM 5 12 17 7 15 22 ---------------6 14 20 9:00 AM 8 25 33 10 34 44 ---------------9 30 39 10:00 AM 14 19 33 13 13 26 ---------------14 16 30 11:00 AM 8 11 19 6 15 21 ---------------7 13 20 12:00 PM 10 12 22 4 4 8 ---------------7 8 15 1:00 PM 13 5 18 8 5 13 ---------------11 5 16 2:00 PM 11 7 18 10 6 16 ---------------11 7 17 3:00 PM 4 5 9 3 3 6 ---------------4 4 8 4:00 PM 6 6 12 9 2 11 ---------------8 4 12 5:00 PM 8 1 9 6 1 7 ---------------7 1 8 6:00 PM 5 1 6 8 3 11 ---------------7 2 9 7:00 PM 3 0 3 0 1 1 ---------------2 1 2 8:00 PM 0 0 0 1 2 3 ---------------1 1 2 9:00 PM 2 0 2 1 2 3 ---------------2 1 3 10:00 PM 0 0 0 1 0 1 ---------------1 0 1 11:00 PM 0 0 0 0 1 1 ---------------0 1 1 Total 109 138 247 95 132 227 ---------------102 135 237 Percent 44%56%-42%58%----------------43%57%- AM Peak 10:00 09:00 09:00 10:00 09:00 09:00 ---------------10:00 09:00 09:00 Vol.14 25 33 13 34 44 ---------------14 30 39 PM Peak 13:00 12:00 12:00 14:00 14:00 14:00 ---------------13:00 12:00 14:00 Vol.13 12 22 10 6 16 ---------------11 8 17 1. Mid-week average includes data between Tuesday and Thursday. Wednesday Thursday Friday 12/12/201912/11/2019 Mid-Week Average12/13/2019 Saturday Sunday Monday Tuesday 12/17/201912/16/201912/15/201912/14/2019 1 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com Location:Driveway 8 East of Poletti Way Date Range:12/11/2019 - 12/17/2019 Site Code:08 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 3 1 4 3 0 3 ---------------3 1 4 1:00 AM 4 2 6 4 0 4 ---------------4 1 5 2:00 AM 1 2 3 0 1 1 ---------------1 2 2 3:00 AM 1 0 1 0 0 0 ---------------1 0 1 4:00 AM 11 0 11 13 0 13 ---------------12 0 12 5:00 AM 24 5 29 36 1 37 ---------------30 3 33 6:00 AM 30 11 41 34 7 41 ---------------32 9 41 7:00 AM 62 15 77 60 19 79 ---------------61 17 78 8:00 AM 104 11 115 141 13 154 ---------------123 12 135 9:00 AM 164 9 173 155 23 178 ---------------160 16 176 10:00 AM 38 10 48 42 18 60 ---------------40 14 54 11:00 AM 43 10 53 36 12 48 ---------------40 11 51 12:00 PM 38 17 55 19 15 34 ---------------29 16 45 1:00 PM 23 15 38 11 15 26 ---------------17 15 32 2:00 PM 36 16 52 45 10 55 ---------------41 13 54 3:00 PM 49 24 73 21 23 44 ---------------35 24 59 4:00 PM 54 25 79 61 31 92 ---------------58 28 86 5:00 PM 45 15 60 33 14 47 ---------------39 15 54 6:00 PM 30 9 39 24 9 33 ---------------27 9 36 7:00 PM 22 3 25 13 3 16 ---------------18 3 21 8:00 PM 12 2 14 13 0 13 ---------------13 1 14 9:00 PM 11 0 11 6 0 6 ---------------9 0 9 10:00 PM 5 0 5 5 0 5 ---------------5 0 5 11:00 PM 7 0 7 8 2 10 ---------------8 1 9 Total 817 202 1,019 783 216 999 ---------------800 209 1,009 Percent 80%20%-78%22%----------------79%21%- AM Peak 09:00 07:00 09:00 09:00 09:00 09:00 ---------------09:00 07:00 09:00 Vol.164 15 173 155 23 178 ---------------160 17 176 PM Peak 16:00 16:00 16:00 16:00 16:00 16:00 ---------------16:00 16:00 16:00 Vol.54 25 79 61 31 92 ---------------58 28 86 1. Mid-week average includes data between Tuesday and Thursday. Wednesday Thursday Friday 12/12/201912/11/2019 Mid-Week Average12/13/2019 Saturday Sunday Monday Tuesday 12/17/201912/16/201912/15/201912/14/2019 1 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com Location:Driveway 9 North of Corporate Dr Date Range:12/11/2019 - 12/17/2019 Site Code:09 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 4 0 4 6 0 6 ---------------5 0 5 1:00 AM 2 0 2 2 0 2 ---------------2 0 2 2:00 AM 2 0 2 4 0 4 ---------------3 0 3 3:00 AM 6 0 6 4 0 4 ---------------5 0 5 4:00 AM 25 0 25 22 1 23 ---------------24 1 24 5:00 AM 84 0 84 89 1 90 ---------------87 1 87 6:00 AM 132 1 133 171 0 171 ---------------152 1 152 7:00 AM 227 5 232 249 1 250 ---------------238 3 241 8:00 AM 344 6 350 357 7 364 ---------------351 7 357 9:00 AM 323 2 325 314 6 320 ---------------319 4 323 10:00 AM 155 3 158 120 5 125 ---------------138 4 142 11:00 AM 85 12 97 92 10 102 ---------------89 11 100 12:00 PM 66 17 83 46 8 54 ---------------56 13 69 1:00 PM 90 10 100 56 3 59 ---------------73 7 80 2:00 PM 55 21 76 61 20 81 ---------------58 21 79 3:00 PM 65 26 91 78 7 85 ---------------72 17 88 4:00 PM 70 26 96 79 26 105 ---------------75 26 101 5:00 PM 58 25 83 55 21 76 ---------------57 23 80 6:00 PM 38 12 50 36 12 48 ---------------37 12 49 7:00 PM 28 3 31 33 5 38 ---------------31 4 35 8:00 PM 12 1 13 21 2 23 ---------------17 2 18 9:00 PM 6 1 7 9 0 9 ---------------8 1 8 10:00 PM 5 0 5 9 0 9 ---------------7 0 7 11:00 PM 11 0 11 11 1 12 ---------------11 1 12 Total 1,893 171 2,064 1,924 136 2,060 ---------------1,909 154 2,062 Percent 92%8%-93%7%----------------93%7%- AM Peak 08:00 11:00 08:00 08:00 11:00 08:00 ---------------08:00 11:00 08:00 Vol.344 12 350 357 10 364 ---------------351 11 357 PM Peak 13:00 15:00 13:00 16:00 16:00 16:00 ---------------16:00 16:00 16:00 Vol.90 26 100 79 26 105 ---------------75 26 101 1. Mid-week average includes data between Tuesday and Thursday. Wednesday Thursday Friday 12/12/201912/11/2019 Mid-Week Average12/13/2019 Saturday Sunday Monday Tuesday 12/17/201912/16/201912/15/201912/14/2019 1 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com