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Appendix TIA
Appendix TIA Transportation Impact Analysis 499 Forbes Boulevard Draft Transportation Impact Analysis Prepared for: Rincon Consultants, Inc. May 14, 2020 SF19-1076 Table of Contents 1. Project Description ................................................................................................................... 1 1.1 Alternative Mode Share Target ....................................................................................................................................... 1 2. Environmental Setting .............................................................................................................. 3 2.1 Roadway Facilities ................................................................................................................................................................. 3 2.2 Transit Facilities and Service ............................................................................................................................................. 4 2.2.1 Regional Transit Service ......................................................................................................................................... 4 2.2.2 East of 101 Commuter Shuttle Service ............................................................................................................. 6 2.3 Pedestrian Facilities .............................................................................................................................................................. 7 2.4 Bicycle Facilities ..................................................................................................................................................................... 7 3. Transportation Analysis .......................................................................................................... 10 3.1 Significance Criteria ...........................................................................................................................................................10 3.1.1 Vehicle Miles Traveled (VMT) .............................................................................................................................10 3.1.2 Freeway Ramp Queuing .......................................................................................................................................11 3.1.3 Unsignalized Intersections ..................................................................................................................................11 3.1.4 Bicycle, Pedestrian, and Transit .........................................................................................................................12 3.2 Analysis Scenarios ...............................................................................................................................................................13 3.2.1 Existing Conditions .................................................................................................................................................13 3.2.2 Existing Plus Project Conditions ........................................................................................................................13 3.2.3 Cumulative Conditions ..........................................................................................................................................13 3.2.4 Cumulative Plus Project Conditions .................................................................................................................13 3.3 VMT Analysis ........................................................................................................................................................................14 3.4 Trip Generation, Distribution, and Assignment ......................................................................................................15 3.5 Freeway Ramp Queuing Analysis .................................................................................................................................20 3.6 Alternatives ............................................................................................................................................................................22 4. Impacts and Mitigations ......................................................................................................... 23 4.1 Vehicular Traffic ...................................................................................................................................................................23 4.1.1 Vehicle Miles Traveled ..........................................................................................................................................23 4.1.2 Freeway Ramp Queuing .......................................................................................................................................24 4.1.3 Unsignalized Intersections ..................................................................................................................................25 4.2 Bicycle, Pedestrian, and Transit .....................................................................................................................................25 Appendix A: VMT Technical Context ........................................................................................ 27 Appendix B: Relevant Plans and Policies .................................................................................. 29 Agencies with Jurisdiction over Transportation in South San Francisco .....................................................29 Relevant Plans and Policies ............................................................................................................................................31 Appendix C: Traffic Operations Analysis .................................................................................. 34 Signalized Intersections ...................................................................................................................................................34 Unsignalized Intersections .............................................................................................................................................35 Traffic Operations Policy .................................................................................................................................................36 Analysis Scenarios ......................................................................................................................................................................37 Study Locations ..................................................................................................................................................................37 Existing Conditions ............................................................................................................................................................37 Cumulative Conditions ....................................................................................................................................................44 Appendix D: Syncrho Reports Appendix E: Traffic Volume Data List of Figures Figure 1-1: Project Location ............................................................................................................................................................. 1 Figure 1-2 Project Site Plan .............................................................................................................................................................. 2 Figure 2-1 Transit Facilities ............................................................................................................................................................... 5 Figure 2-2 Bicycle Facilities ............................................................................................................................................................... 8 Figure 3-1: Project Trip Distribution .......................................................................................................................................... 18 Figure 3-2: Project Trip Assignment .......................................................................................................................................... 19 Figure 3-3: Study Locations ........................................................................................................................................................... 21 Figure C-1 Study Intersection Locations .................................................................................................................................. 38 Figure C-2 Existing Traffic Volume ............................................................................................................................................. 39 Figure C-3 Project Trip Assignment ........................................................................................................................................... 41 Figure C-4 Existing Plus Project Traffic Volume .................................................................................................................... 42 Figure C-5 Cumulative Traffic Volume ...................................................................................................................................... 45 Figure C-6 Cumulative Plus Project Traffic Volume ............................................................................................................. 46 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 Threshold ............................................................................ 11 Table 3.2 Home-Based Work (HBW) VMT per Employee .................................................................................................. 14 Table 3.3 Project Trip Generation Rates and Estimates ...................................................................................................... 16 Table 3.5 Existing Weekday AM Peak Hour 95th Percentile Queues ............................................................................. 20 Table 3.6 Cumulative Weekday AM Peak Hour 95th Percentile Queues ...................................................................... 22 Table 4.1 VMT Impact Determination ....................................................................................................................................... 23 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 1 1. Project Description The transportation impact analysis (TIA) evaluates potential transportation effects associated with the 499 Forbes Boulevard development project (“Project”). The Project is a new 128,737 square foot Office/R&D building on an approximately three-acre site at 499 Forbes Boulevard in the City of South San Francisco’s East of 101 employment area. The site was formerly occupied by an approximately 54,000 square foot industrial use which was demolished in Fall 2019. The site location is shown in Figure 1-1 and Project site plan in Figure 1-2. Off-street parking facilities consist of 322 auto parking stalls, 308 of which are within an above and below grade parking structure and the remaining 14 stalls are within a surface parking lot. Proposed bicycle parking facilities include 26 long- and 33 short-term spaces. Project plans show 24 short- term bicycle parking spaces near the main building entrance while the location of the remining spaces have yet to be shown. Primary bicycle, pedestrian, and motor vehicle site access is provided via the Forbes Boulevard frontage with a new driveway approach and dedicated pedestrian walkways connecting with existing public sidewalks. Removal of approximately 35 feet of center median within Forbes Boulevard is proposed to permit intuitive left turn movements departing and approaching the Project site. Secondary bicycle and pedestrian access is provided via a new Class I shared-use bicycle and pedestrian pathway along an abandoned railroad right-of-way to the rear of the Project site. The new Class I shared-use path follows the railroad right-of-way beginning at the Project site and ending at an entrance to Forbes Boulevard approximately 1,400 feet to the northeast. At the southwesterly end, the pathway is configured to permit future westerly expansion should an active rail spur between the Project Site and Eccles Avenue be repurposed. 1.1 Alternative Mode Share Target The Project is located in the Business and Technology Park zoning district and the proposed floor area ratio (FAR) exceeds base zoning maximums. Accordingly, the Project sponsor is requesting a FAR bonus under the City’s floor area ratio and transportation demand management (TDM) incentive program. The following alternative mode share target applies to the Project: Zoning District Requested FAR Minimum Alternative Mode Use (Percent of Total Trips) Business and Technology Park 0.81-1.00 35% Source: City of South San Francisco Zoning Ordinance, Chapter 20.400 Transportation Demand Management The Project TDM plan identifies and proposes site design and program measures to achieve the non-drive alone mode share target. Key measures include: short- and long-term bicycle parking facilities; building entrances are directly linked to the public street via pedestrian pathways; and, office tenants will offer subsidies to employees who commute via transit, vanpool, bicycle, or walking and promote non drive-alone 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 2 modes through ongoing marketing campaigns. Finally, performance will be evaluated in accordance with the City’s TDM ordinance. YXZ280 £[101 N:\Projects\2019_Projects\SF19-1076_499ForbesBlvd\Graphics\AI499 Forbes Project Location Figure 1-1 DOWNTOWN EAST OF101 SIERRA POINT Oyster Point Blvd Gateway BlvdForbes Blvd Mitchell Ave East G r a n d A v eAirport BlvdLinden AveGrand A v e Allerton AveSister Cit i e s B l v d Eccles AveMarina Blvd South Airport BlvdDNA W a yDubuque AveSan Bruno Mountain State & County Park Oyster Point Channel San BrunoChannel Project Site Caltrain Station Ferry Terminal \\Fpsf03.fpainc.local\data\Projects\2019_Projects\SF19-1076_499ForbesBlvd\Graphics\AI\LinksSite Plan 499 Forbes Boulevard Figure 1-2 Forbes Bou l e v a r d Class I bicycle and pedestrian trail Class I trail continues approximately 1,400 feet to Forbes Boulevard. 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 3 2. Environmental Setting This section describes the existing transportation and circulation setting in the vicinity of the Project site: the existing roadway network, transit network and service, pedestrian conditions, and bicycle conditions. 2.1 Roadway Facilities The Project site is at the northwest corner of the Forbes Boulevard and Allerton Avenue intersection in the City of South San Francisco’s East of 101 employment area. Regional access to the site is provided via US- 101 and Gateway Boulevard to the north and, and US-101 and East Grand Avenue to the south. Figure 1-1 shows the Project location and the surrounding roadway system. Project site vehicular access is provided via one, two-way driveway that intersects Forbes Boulevard west of Allerton Avenue. A dedicated pedestrian walkway parallels the driveway. 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 pionts. Near the Project, US-101 carries about 220,000 vehicles per day and defines the East of 101 area’s western edge and barrier to east-west bicycle and pedestrian connectivity. Access points include: o Northern Access – Oyster Point Boulevard: Northbound on- and off-ramps intersect Dubuque Aveneue 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. 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 Bouleavrd. Southbound off-ramps are at Airport Boulevard/Miller Avenue. There is no southbound freeway acccess at this location. 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. 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 4 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 South 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. Forbes Boulevard is a four-lane street extending north from East Grand Avenue, then running east into the Genentech campus, terminting at DNA Way. East of Allerton, Forbes Boulevard has two lanes and Class II buffered bicycle lanes. Principle local Project is provided via Forbes Boulevard, immediatley west of the Allerton Avenue intersection. Allerton Avenue is a two-lane road with Class II buffered bicycle lanes connecting East Grand Avenue with Forbes Boulevard along the western edge of the Genentech Campus. The Project site is adjacent ot the northerly endpoint at Forbes Boulevard. 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. All transit services are located beyond a comfortable half-mile, ten-minute walking distance. The East of 101 Area therefore relies on supplementary shuttle services to connect employees with regional transit. The existing transit services are shown on Figure 2-1 and described in detail below. 2.2.1 Regional Transit Service The following transit services operate within 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 four miles northwest of the Project at Mission Road and McLellan Drive. 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 Francisco Caltrain Station is currently located approximately one mile west of the Project at 590 Dubuque Avenue, on the east side of US-101, immediately north of East Grand Avenue. Toward the end of 2020, Caltrain plans to open a relocated the South San Francisco Caltrain Station several hundred feet to the south near the 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 is currently served by 23 northbound and 23 southbound local or limited trains during a typical weekday. YXZ280 £[101 Existing Transit ServiceFigure 2-1N:\Projects\2019_Projects\SF19-1076_499ForbesBlvd\Graphics\AILittlefield 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 BrunoChannelLittlefield AveUtah Ave Swfit Ave S A i rpo r t B l v d 1 2345 6 7 8 9 1 2 3 4 56 7 8 Commute.org Shuttle Routes and Stops Caltrain Station and Alignment South San Francisco Ferry Terminal Project Site SamTrans Routes BC F 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 6 southbound weekday trains. The South San Francisco Caltrain Station has weekday service from 5:40 AM to 12:00 AM, with 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 only serves the western edge of the East of 101 employment area. The closest bus stops to the Project site are apprxomately one and a half miles to the west at the intersction of Airport Boulevard and Grand Avenue 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 Allerton Avenue and Carlton Court which is served by all Utah/Grand area shuttles. These routes connect with Caltrain, BART, and the WETA ferry terminal. While all Oyster Point area shuttle routes pass the Project site on Forbes Boulevard, they do not stop within walking distance of the site. 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. 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 7 2.3 Pedestrian Facilities Pedestrian facilities include sidewalks, crosswalks, trails, and pedestrian signals. In the Project vicinity, continuous sidewalks exist along the north side of Forbes Boulevard only except east of the Allerton Avenue intersection where continuous sidewalks exist on both sides of the roadway for approximately 900 feet. At the intersection of Forbes Boulevard and Allerton Avenue, an all-way “stop” controlled intersection immediately adjacent to the Project site, marked, high visibility “ladder” crosswalks are provided on two of the three intersection legs. Sidewalks exist on the east side of Allerton Avenue between Forbes Boulevard and Cabot Road, 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 Forbes Boulevard, allowing bicyclists and pedestrians traveling between the Ferry Terminal and Project Site to avoid circuitous and steeper routing via Gull Drive. Currently, there are gaps in the trail to the north of Brisbane, and just south of South San Francisco. 2.4 Bicycle Facilities Bicycle facilities consist of separated bikeways, bicycle lanes, routes, trails, and paths, as well as bike parking, bike lockers, and showers for cyclists. Caltrans recognizes four classifications of bicycle facilities: Class I – Shared-Use Pathway Provides a completely separated right-of-way for the exclusive use of cyclists and pedestrians with cross-flow minimized (e.g. off-street bicycle paths). Class II – Bicycle Lanes:Provides a striped lane for one-way travel on a street or highway. May include a “buffer” zone consisting of a striped portion of roadway between the bicycle lane and the nearest vehicle travel lane. Class III – Bicycle Route Provides for shared use with motor vehicle traffic; however, are often signed or include a striped bicycle lane. Class IV – Separtaed 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 connects to the South San Francisco Ferry Terminal but lacks dedicated bicycle connections to the Caltrain station and residential uses west of US-101. Existing and planned bicycle facilities in the Project vicinity, as designated by the South San Francisco Bicycle Master Plan (2011) and Active South City Plan (ongoing), are shown in Figure 2-2, and discussed below. YXZ280 £[101 N:\Projects\2019_Projects\SF19-1076_499ForbesBlvd\Graphics\AIExisting and Planned Bicycle 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 Separated Bikeway Project SiteExisting Class IV Separated Bikeway DOWNTOWN EAST OF101 SIERRA POINT 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 9 East Grand Avenue has Class II bicycle lanes between Littlefield Avenue and Allerton Avenue and between Haskins Way and the South Campus entrance; Class II bike lanes are planned for the remainder of East Grand Avenue and Grand Avenue Forbes Boulevard has Class II buffered bicycle lanes between Allerton Avenue and DNA Way, but does not have bicycle lanes connecting to the Project site Allerton Avenue has Class II buffered bicycle lanes between Forbes Boulevard and East Grand Avenue The San Francisco Bay Trail (Bay Trail) is a Class I shared pedestrian, bicycle, and non-motorized vehicle pathway along the Oyster Point shoreline and Point San Bruno, part of a planned 400 mile regional trail system ecircling the San Francisco Bay shoreline. Bicyclists would primarily access the Project site via Forbes Boulevard and Allerton Avenue. 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. The 2011 City of South San Francisco Bicycle Master Plan identifies several bicycle improvements near the Project site, including completing bicycle lanes along East Grand Avenue and Forbes Boulevard and the addition of new Class I shared-use trails along abandoned railroad corridors. Near the Project site, rails-to- trails projects are currently planned for inactive railways paralleling Forbes Boulevard to the south and Eccles Avenue to the west, connecting to a proposed trail between East Grand Avenue and the new Caltrain station. The trail segment north of Forbes Boulevard adjacent the Project is not included on these plans due to its partially active rail use and lack of connectivity to the surrounding bicycle network. 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. 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 10 3. Transportation Analysis This section includes analysis and findings of Project effects on transportation services and facilities, including motor vehicle travel and operations, transit service, pedestrian facilities and bicycle facilities. The amount and distance of motor vehicle travel was analyzed using vehicle miles traveled (VMT), while the motor vehicle operations analysis focused on weekday AM and PM peak hour queue conditions at freeway off-ramps. Other vehicle operations measures, such as level of service (LOS), are presented in Appendix C:for informational purposes. Bicycle, pedestrian, and transit impacts were qualitatively assessed using transportation planning and engineering methods and practices. 3.1 Significance Criteria The impacts of the proposed 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); • 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 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. 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 Context. Analysis of greenhouse gas reduction goals performed by the California Air Resources Board (CARB) indicates that a reduction of at least 16.8 percent of light-duty vehicle VMT is necessary to reach statewide goals.1 Light-duty VMT is appropriate for the Project because most Project trips are expected to be light duty vehicles. 1 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 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 11 • A significant impact would occur should existing home-based work (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 16.8 percent below the existing regional average of 14.2 HBW VMT per employee as shown in Table 3.1. Table 3.1 Home-Based Work (HBW) VMT Per Employee Threshold Location Total HBW VMT (a) Total Employees (b) HBW VMT per Employee (a) / (b) Bay Area Region 60,994,917 4,285,001 14.2 VMT Reduction Factor (16.8%) HBW VMT Per Employee Threshold 11.8 Source: Fehr & Peers 2020; C/CAG-VTA Bi-County Transportation Demand Model, 2019. 3.1.2 Freeway Ramp Queuing While SB743 notes that “traffic congestion shall not be considered a significant impact on the environment” the freeway on- and off-ramp vehicle queuing criteria was retained to assess potential hazards from Project traffic exceeding ramp storage capacities. Traffic in queue represents congested, stop-and-go conditions, and should queues interfere with through, free-moving traffic streams on the freeway mainline, hazards could arise due to the differences in speed. • A significant impact would occur if the Project causes vehicle queues approaching a given movement downstream of Caltrans freeway facilities to exceed existing storage space for that movement or would contribute to existing vehicle queues that exceed storage space for that movement. 3.1.3 Unsignalized Intersections Just as with the freeway ramp queueing criteria, the need for a traffic signal at an unsignalized intersection is not solely based on traffic delay but must include safety considerations, spatial context, and engineering judgement. Since the potential addition of a traffic signal at an isolated intersection is not based entirely on traffic operations criteria and is unlikely to induce vehicle travel, and therefore increase VMT, a traffic signal warrant analysis was retained as a significance criteria. • A significant impact would occur if the Project would increase total volumes passing through an intersection by two percent or more with all-way stop operation already at a baseline LOS E or F, or when a side street stop controlled approach is at a baseline LOS F. Side street stop criteria are applicable only for approaches with more than 25 trips during any peak traffic hour. 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 12 3.1.4 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. The criteria of significance apply to all Project scenarios as measured against the corresponding No Project scenario. 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 13 3.2 Analysis Scenarios The impacts of the proposed 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 proposed project is provided below. Project-specific impacts are described under Section 5, 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 conditions in 2019. 3.2.2 Existing Plus Project Conditions Existing Plus Project conditions represent the baseline condition with the addition of the Project. Traffic volumes for Existing Plus Project conditions include existing traffic volumes plus traffic generated by the proposed project. Existing Plus Project conditions were compared to Existing conditions to determine potential immediate project impacts. As noted in the Project Description, major off-site transportation network improvements consist of a new Class I shared-use path that begins at the Project’s northwestern edge and follows the disused railroad right-of-way approximately 1,400 feet, connecting with Forbes Boulevard north of Allerton Avenue. 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 Model. 3.2.4 Cumulative Plus Project Conditions Cumulative plus project conditions represent the cumulative condition with the addition of the Project to determine the extent to which the proposed project would contribute to long-term cumulative transportation impacts. 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 14 3.3 VMT Analysis Project-generated home-based work (HBW) vehicle miles traveled (VMT) per employee is calculated based on average home-based work 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. Based on this methodology, the project would generate 16 HBW VMT per employee under existing conditions. This total is above the regional average total of 14.2 HBW VMT per employee, and also above the VMT per employee threshold of 11.8 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 subject to a 35 percent non-drive alone mode share during peak periods under the current TDM ordinance, which represent an approximately nine percent reduction in non-drive alone mode share from baseline conditions (71%).2 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 (if not slightly higher than) regional averages. 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 Location Total HBW VMT (a) Total Employment (b) HBW VMT per Employee (a) / (b) East of 101 Area 572,219 35,831 16.0 Bay Area Region 60,994,917 4,285,001 14.2 VMT Reduction Factor (16.8%) VMT Per Employee Threshold 11.8 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. An analysis of the project’s effect on VMT requires the use of sophisticated tools, such as a locally-calibrated and validated travel demand forecasting model. The C/CAG Travel Demand Model, which is used to analyze project-generated VMT per capita, is a regional 2 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). 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 15 travel demand forecasting model that has limited sensitivity to relatively small changes in land use and therefore is not appropriate for use in analyzing project effect on VMT for this Project. Due to these limitations in available tools and the limited effect that a project of this size would have on total regional VMT, a quantitative analysis of the project’s effect on VMT is not included in this DEIR. However, given the similarities in the proposed 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 provides a reasonable estimation of the environmental consequences associated with the project’s effect on VMT. A long-range cumulative VMT analysis was not performed since, as noted above, community, city, or regional scale sustainable land use and transportation policy changes are necessary to substantially reduce HBW VMT per employee. While land use changes are currently under consideration through Shape SSF, the General Plan update process, active City land use policy envisions continued single-use employment uses within the East of 101 area, and therefore VMT is unlikely to be substantially reduced from existing conditions. 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. 3.4 Trip Generation, Distribution, and Assignment The amount of traffic added to the roadway system by the proposed 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 proposed 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 proposed project trips to specific street segments and intersection turning movements. The results are described below. 3.4.1.1 Project Trip Generation Proposed Project traffic added to the surrounding roadway system was estimated using data collected in Fall 2019 from three sample office and research and development (R&D) campus sites in the East of 101 area. Local travel demand data was used instead of national averages because of the unique conditions in the East of 101 area, including peak 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. Of the three sample sites, driveway count data from an approximately 435,000 square-foot office building at 395/400 Oyster Point Boulevard was selected to estimate Project travel demand. The site’s land use, TDM 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 16 program, and proximity to first- and last-mile shuttles closely match Project characteristics. Specifically, the Project is required to achieve a 35% non-drive alone mode share during peak periods, which is similar to the sample site’s 31%3 non-drive alone mode share. The sample site’s land use is predominately administrative office and the Project is intended for office, research and development (R&D) or mixed office and R&D occupancy. Compared to R&D, office uses typically have higher employee density, greater travel demand, and represent the maximum reasonable use at the Project site. The sample site driveway traffic data is presented in Appendix E:. The Project trip generation rate was derived from the sample site data and multiplied by the size of the proposed Project (gross square feet) to determine daily and weekday morning and evening peak hour vehicle trip generation volume, shown in Table 3.3. According to this trip generation analysis, the new 128,700 square foot office building would generate 721 new daily trips, 127 new AM peak hour trips (113 inbound and 14 outbound), and 135 new PM peak hour trips (19 inbound and 116 outbound). As noted previously, the Project site is currently vacant and therefore no trips were discounted from the total trip generation estimate. Table 3.3 Project Trip Generation Rates and Estimates Land Use Size (KSF) Daily AM Peak Hour PM Peak Hour Rate Total Rate In Out Total Rate In Out Total Office 128.7 5.6 721 0.99 113 14 127 1.05 19 116 135 Notes: 1. Rates based on 2019 driveway count data collected at 395-400 Oyster Point Boulevard and similar sites in the East of 101 area. Rates assume a non-drive alone mode share reduction of about 35 percent. Potential effectiveness of the proposed TDM measures was evaluated using TDM+, a tool based on Quantifying Greenhouse Gas Mitigation Measures, a report for the California Air Pollution Control Officer’s Association (CAPCOA) produced in 2010. Based on this assessment, the Project’s TDM plan has the potential to meet the 35 percent non-drive alone target with aggressive marketing, transit subsidies, and provision of or participation in a first- and last-mile shuttle program. Existing employee mode share data for the East of 101 area show the non-drive alone mode share is about 29 percent for office employers. Accordingly, the project would have to reduce the non-drive alone mode share by approximately nine percent compared to baseline conditions. 3.4.1.2 Project Trip Distribution The directions of approach and departure for the proposed project traffic were estimated based on the City of South San Francisco’s Travel Demand Model, which has greater sensitivity to local travel patterns. Figure 3-1, shows the general trip distribution pattern for the proposed Project. Most of the Project traffic is split 3 395-400 Oyster Point Marina Plaza TDM Survey, 2017 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 17 between the north (33%) and south (49%) US-101 approaches to the East of 101 area. Locally, the greatest number of trips are estimated to occur between the west side of US-101 and the Project site (18%). 3.4.1.3 Project Trip Assignment The proposed 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 turning movement volume at key vicinity intersections due to the proposed Project. Project traffic would access the roadway network via a two-lane driveway along the Forbes Boulevard frontage, immediately to the west of Allerton Avenue and Forbes Boulevard. An existing landscape median along the Project frontage would be modified as part of the Project permit unrestricted inbound and outbound left turns at the site driveway. Most inbound vehicular traffic accesses the project site via Forbes Boulevard from the west and outbound traffic departs via Forbes Boulevard in the opposite direction. This route is the shortest and most direct connection between north and south US-101 access points and local destinations west of US-101. 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 PURMHFW7ULS$VVLJQPHQW ( (0) () () () () () () ) () () () 1. Allerton Ave./Forbes Blvd.() () () () () () () () () () ( ) () 2. Eccles Ave./Forbes Blvd. ( () () () () () (5) () () () () () 3. Forbes Blvd./Harbor Wy./E. Grand Ave.() () () () (8) () () () () () (1) () 4. Gateway Blvd./E. Grand Ave. () ()() () () () 5. E. Grand Ave./Grand Ave. () () ) () () () 6. Dubuque Ave./Grand Ave.() () () () () () () () () () () () 7. Gateway Blvd./So. Airport Blvd./Mitchell Ave. () () () () () ()0 (0) () () () () 6%2II5DPS*DWHZD\%OYG2\VWHU3W%OYG Forbes Blvd.Allerton Ave.Forbes EcclesE. Grand Ave.Forbes Blvd.Harbor Wy.E. Grand Ave.Gateway Blvd.Grand Ave. E. Grand Ave. Grand Ave.Dubuque Ave.So. Airport Blvd.Mitchell Ave.Gateway Blvd.So. Airport Blvd.Oyster Point Blvd.7KH&RYH'ULYHZD\Gateway Blvd.Source: path:N:\Projects\2019_Projects\SF19-1076_499ForbesBlvd\Graphics\GIS\MXD () ) () () () () () () () () () () 9. Airport Blvd./Produce Ave./San Mateo Ave. San Mateo Ave.So. Airport Blvd.Airport Blvd.Produce Ave.STOPSTOP STOPSTOPBF BFDAED ACEDFACEACCFAACCCFACFFAACCE ACF ACCCFACCFAACCEAFF CCEACCCACCCAFCCEAACE AACFFACFFACCCFAABFACCEBEACCE ACCF ABCFACCFAAACFN #Study Intersection Lane ConfigurationACFPeak Hour Traffic VolumeAM (PM) STOP Stop Sign Signalized LEGEND 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 20 3.5 Freeway Ramp Queuing Analysis Two 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 and shown in Figure 3-3. 1. US-101 Southbound Off-Ramp at Oyster Point Boulevard 2. US-101 Northbound Off-Ramp at East Grand Avenue Traffic counts were collected at the approaches and departures to the four freeway on- and 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 3.5 presents weekday AM peak hour vehicle queues at the two 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 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. 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 Through 3,100 704 525 708 525 Right 350 319 550 345 600 2. US-101 Southbound Off-Ramp at East Grand Avenue Left 1,775 131 200 131 200 Right 1,775 639 1,025 678 1,100 Notes: Bold type indicates conditions where queue length exceeds storage capacity. Queues do not take into account downstream spillover from adjacent intersections. Storage distance and queues in feet per lane. Source: Fehr & Peers, 2020 Cumulative Plus Project traffic volumes are presented in Appendix C: and the volume relevant to the freeway ramp queuing assessment is presented in Table 3.6. YXZ280 £[101 N:\Projects\2019_Projects\SF19-1076_499ForbesBlvd\Graphics\AIStudy Locations Figure 3-3 DOWNTOWN EAST OF101 SIERRA POINT Oyster Point Blvd Gateway BlvdForbes Blvd Mitchell Ave East G r a n d A v eAirport BlvdLinden AveGrand A v e Allerton AveSister Cit i e s B l v d Eccles AveMarina Blvd South Airport BlvdDNA W a yDubuque AveSan Bruno Mountain State & County Park Oyster Point Channel San BrunoChannel 1 3465 8 9 7 2 Project Site Study Intersection (Appendix C) Study Freeway Off-Ramp # Study Freeway On-Ramp (Appendix C) 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 22 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 Through 3,100 1,809 1,550 1,813 1,550 Right 350 675 1,200 701 1,250 2. US-101 Southbound Off-Ramp at East Grand Avenue Left 1,775 216 325 216 325 Right 1,775 683 1,100 722 1,150 Notes: Bold type indicates conditions where queue length exceeds storage 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 Alternatives Three potentially feasible Project alternatives were identified as part of the environmental review process and are described below: 1. No Project: Assumes no structure would be built on the Project site and existing improvements would remain. Additionally, the abandoned rail corridor to the north of the site would not be repurposed into a trail and greenway. 2. Research and Development Building: Demolition of existing site improvements and construction of a 128,737 square-foot research and development (R&D) building. The abandoned rail corridor would be repurposed as proposed in the Project alternative. 3. Reduced Size office Building: Demolition of existing site improvements and construction of an approximately 77,000 square-foot office building. The abandoned rail corridor would be repurposed as proposed win the Project alternative. All alternatives would likely result in reduced vehicle trips, but home-based work vehicle miles traveled (HBW VMT) per employee would not change from the Project alternative. Location, land use and building size are the primary variables that affect vehicle trip generation. Alternatives two and three lead to lower trip generation through either change in land use (Alternative 2, R&D use); or reduced size (Alternative 3, Reduced Size Office). However, HBW VMT per employee is a measure of the amount and distance of vehicle travel in a geographic area by an average employee. Since this is a per capita metric, the changes in Project size nor use do not affect VMT results and findings. 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 23 4. Impacts and Mitigations 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: Development of the proposed Project would generate per-employee vehicle miles traveled (VMT) greater than the City threshold. (Significant; Significant and Unavoidable) As documented in Section 4.4.2, Scenario 2: Existing Plus Project Conditions , the proposed Project would generate approximately 16 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. A comparison between the Bay Area region and East of 101 per-employee VMT averages are presented in Table 4.1. Table 4.1 VMT Impact Determination Location Total HBW VMT (a) Total Employment (b) HBW VMT per Employee (a) / (b) Bay Area Region 60,994,917 4,285,001 14.2 East of 101 Area 572,219 35,831 16.0 VMT Per Employee Threshold 11.8 Project VMT Impact? Yes Source: Fehr & Peers 2020; C/CAG-VTA Bi-County Transportation Demand Model, 2019. 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. TRANS-1 As part of the proposed Project, the applicant shall design and fund the following off-site improvements to support the Project’s first- and last-mile TDM strategies necessary to support auto trip reduction measures. 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 24 • Eastbound and westbound Class II buffered bicycle lanes along Forbes Boulevard between Allerton Avenue and Eccles Avenue, spanning approximately 2,000 linear feet. The improvement consists primarily of restriping the curbside vehicle travel lane in each direction to a Class II buffered bicycle lane, signage, and bicycle traffic signal detection upgrades at Eccles Avenue as required. The bicycle facility will close a gap between existing bicycle lanes to the east and a planned Class I shared-use pathway between Forbes Boulevard / Eccles Avenue and the South San Francisco Caltrain station. When implemented, the bicycle lanes will provide dedicated bicycle facilities between the Project site and two regional transit stations: the Downtown South San Francisco Caltrain Station and the South San Francisco Ferry Terminal, enabling first- and last-mile bicycle connections to regional transit. • A marked crosswalk and necessary accessibility improvements per City standards across the west leg of the Allerton Avenue and Forbes Boulevard intersection, enabling direct pedestrian connectivity to the closest existing first- and last-mile shuttle stop at Allerton Avenue and Cabot Road. • Accommodation for a potential future on-street shuttle stop along the Forbes Boulevard frontage. Provide a minimum 5-foot long by 8-foot wide (as measured perpendicular to the curb) sidewalk within the public right-of-way adjacent to the Project frontage, located approximately 50-feet downstream from the Forbes Boulevard and Allerton Avenue intersection. The existing curb alignment would not be substantially altered, and the final configuration should be reviewed by City staff. The Project shall coordinate with Commute.org and/or Genentech’s gRide transportation program to determine the most appropriate on-street location for shuttle service (whether at this location on Forbes Boulevard or at another location within approximately ¼ mile of the Project site). Significance after Mitigation: Implementation of Mitigation Measure TRANS-1 supports and enables the first- and last-mile non-auto commute strategies in the Project’s TDM plan. However, this mitigation measure is unlikely to reduce the Project impact on VMT by 26 percent to reach a less-than-significant level. Therefore, this impact would be significant and unavoidable. 4.1.2 Freeway Ramp Queuing Impact TRANS-2: Development of the proposed Project would not add vehicle trips to existing freeway off-ramp vehicle queues that exceed storage capacity resulting in a potentially hazardous condition. (Less than Significant) As documented in Section 4.4.2, Scenario 2: Existing Plus Project Conditions , Project vehicle trips that could interfere with the freeway mainline are concentrated at study locations #1, US-101 Southbound off-ramp at Oyster Point Boulevard, and #2, US-101 Northbound off-ramp at East Grand 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. Mitigation Measures: None required 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 25 4.1.3 Unsignalized Intersections Impact TRANS-3: Development of the proposed Project would increase total vehicle volumes passing through an all-way stop controlled intersection operating at baseline LOS E or F by two percent or more or when a side-street stop controlled approach is at a baseline LOS F. Side street stop criteria are applicable only for approaches with more than 25 trips during any peak traffic hour. The Forbes Boulevard and Allerton Avenue intersection is the sole major stop-controlled intersection in the vicinity of the Project site and is expected to operate at LOS E or F only during cumulative no project conditions. However, Project traffic entering the intersection is less than two percent of total cumulative no project volume. Therefore, a traffic signal warrant analysis or further study was not performed. Mitigation Measures: None required 4.2 Bicycle, Pedestrian, and Transit Impact TRANS-4: Development of the proposed Project would produce a detrimental impact to existing bicycle or pedestrian facilities, or conflict with adopted plans and programs (Less than Significant with Mitigation) Project site bicycle and pedestrian access is provided via a pathway that connects the main building entrance directly with Forbes Boulevard. Secondary access is provided via the proposed Class I shared-use bicycle and pedestrian trail as described in Section 1, which provides a strong non-auto linkage to the east. On-site connectivity is consistent with the City’s multimodal site design objectives, but off-site improvements must be strengthened to meet the City’s Pedestrian Master Plan access policies and General Plan complete street policies concerning reconstructed facilities, both of which are identified in Appendix B, Relevant Policies and Plans. Specifically, the Project is disturbing existing sidewalk along the Forbes Boulevard frontage, including a portion that intersects the west leg of the Allerton Avenue and Forbes Boulevard intersection where a marked, accessible crosswalk is missing under existing conditions, likely since the ideal crosswalk alignment would conflict with an existing driveway along the Project site. This driveway is being removed as part of the Project, and the missing crosswalk shall be installed to provide full pedestrian connectivity at all legs of the intersection for consistency with City policy. Mitigation Measures: TRANS-4 As part of the proposed project, the applicant shall design and implement the Forbes Boulevard and Allerton Avenue crosswalk improvements described in mitigation measure TRANS-1. Significance after mitigation: Implementation of Mitigation Measure TRANS-3 would upgrade a pedestrian facility disturbed by the Project to include a missing crosswalk at stop-controlled intersection, thereby providing connectivity consistent with the City’s Pedestrian Master Plan goals and Complete Street policies 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 26 concerning altered facilities. This Mitigation Measure would reduce Project pedestrian impacts to less-than- significant levels. Impact TRANS-5: Project development or project traffic would produce a detrimental impact to local transit or shuttle service (Less than Significant with Mitigation) As a measure of vehicle congestion, level of service is a reasonable proxy to evaluate the Project’s effect on transit operations. The existing no project traffic operations analysis presented in Appendix A show several major intersections in the East of 101 area near the Project site operate at levels of service below the City’s General Plan standard of LOS D. The two intersections that operate below the City’s LOS standard are traversed by first- and last-mile public Commute.org shuttles that serve the Project site but Project vehicle trips are not anticipated to cause any intersection to change from acceptable to unacceptable LOS. Under cumulative no project conditions, most intersections operate at unacceptable LOS but the addition of Project vehicle trips are not anticipated to cause any intersection to change from acceptable to unacceptable LOS. Therefore, the Project’s impacts to local transit or shuttle service are less-than-significant. Mitigation Measures: None Required 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 27 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 vehicle LOS and similar measures related to auto delay shall not be used as the sole basis for determining the significance 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, it 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 2018 4 • California Air Resources Board (CARB) 2017 Scoping Plan-Identified VMT Reductions and Relationship to State Climate Goals, California Air Resources Board, January 20195 • Local Development – Intergovernmental Review Program Interim Guidance, Implementing Caltrans Strategic Management Plan 2015-2020 Consistent with SB 743, Caltrans, November 9, 2016 6 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 approximately 16.8 percent lower than existing, and overall per-capita vehicle travel would need to be 4 http://opr.ca.gov/docs/20190122-743_Technical_Advisory.pdf 5 https://ww2.arb.ca.gov/sites/default/files/2019-01/2017_sp_vmt_reductions_jan19.pdf 6 https://dot.ca.gov/programs/transportation-planning/office-of-smart-mobility-climate-change/sb-743 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 28 approximately 14.3 percent lower than existing levels 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.” This estimate was made with a model that does not fully capture emerging transportation trends such as a growing e-commerce market, greater use of Uber and Lyft, plus future transitions to autonomous vehicles. As such, the level of VMT reduction necessary to reach the State’s GHG reduction goals may exceed 25 percent. 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 abovementioned 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 types 7 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 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. 7 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 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 29 Appendix B: Relevant Plans and 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. 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 30 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. 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 31 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 Proposed 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. 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 32 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 Proposed 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. 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 33 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, the Project sponsors are pursing the FAR bonus program and are subject to a 35% non-drive alone mode share target and the more rigorous monitoring and enforcement mechanisms described above. 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 that also outlines a process for obtaining C/CAG approval. 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. 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 34 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 except at intersections within ¼ mile of rail stations or ferry terminals. 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 preformed 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. 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 35 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. 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 36 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. 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 37 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, 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 Proposed Project. The study intersections are listed below and shown on Figure C-1 and listed below. Existing Conditions The existing conditions section include the existing no project and existing plus project scenarios. Figure C-2, 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 nine study intersections. 1. Forbes Boulevard / Allerton Avenue 2. Forbes Boulevard / Eccles Avenue 3. Forbes Boulevard / E Grand Avenue 4. Gateway Boulevard / E Grand Avenue 5. Grand Avenue / E Grand Avenue 6. Grand Avenue / Dubuque Avenue 7. Gateway Boulevard / S Airport Boulevard 8. Gateway Boulevard / Oyster Point Boulevard 9. S Airport Boulevard / Airport Boulevard / Produce Avenue YXZ280 £[101 N:\Projects\2019_Projects\SF19-1076_499ForbesBlvd\Graphics\AIStudy Locations Figure C-1 DOWNTOWN EAST OF101 SIERRA POINT Oyster Point Blvd Gateway BlvdForbes Blvd Mitchell Ave East G r a n d A v eAirport BlvdLinden AveGrand A v e Allerton AveSister Cit i e s B l v d Eccles AveMarina Blvd South Airport BlvdDNAW a yDubuque AveSan Bruno Mountain State & County Park Oyster Point Channel San BrunoChannel 1 3465 8 9 7 2 Project Site Study Intersection (Appendix C) Study Freeway Off-Ramp # Study Freeway On-Ramp (Appendix C) Figure C-2 Peak Hour Traffic Volumesand Lane Configurations ([LVWLQJ&RQGLWLRQV57 (318)16 (0)135 (73)5 (3) 324 (79) 114 (24)0 (0)2 (1)0 (0)1 (2) 76 (419) 194 (104) 1. Allerton Ave./Forbes Blvd.2 (3)2 (1)0 (0)135 (68) 477 (105) 3 (1)70 (268)2 (0)51 (17)24 (48) 116 (682) 1 (0) 2. Eccles Ave./Forbes Blvd.79 (188)114 (34)173 (29)378 (109) 1,225 (216) 140 (71)96 (374)84 (186)104 (36)17 (14) 337 (1,100) 34 (86) 3. Forbes Blvd./Harbor Wy./E. Grand Ave.42 (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) 4. Gateway Blvd./E. Grand Ave.131 (233)639 (229)833 (214) 54 (28) 413 (1,381) 12 (11) 5. E. Grand Ave./Grand Ave. 37 (66) 833 (212)19 (60)54 (30)40 (116) 504 (1,498) 6. Dubuque Ave./Grand Ave.330 (486)456 (192)349 (61)96 (50) 314 (100) 368 (391)187 (521)116 (189)22 (5)18 (14) 159 (355) 29 (58) 7. Gateway Blvd./So. Airport Blvd./Mitchell Ave.172 (766)92 (32)127 (49)318 (49) 1,257 (266) 291 (63)24(431)0 (0)16 (27)7 (8)20 (19) 402 (1,255) 46(30) 8.6%2II5DPSGateway%OYG/Oyster Pt%OYG Forbes Blvd.Allerton Ave.Forbes EcclesE. Grand Ave.Forbes Blvd.Harbor Wy.E. Grand Ave.Gateway Blvd.Grand Ave.E. Grand Ave. Grand Ave.Dubuque Ave.So. Airport Blvd.Mitchell Ave.Gateway Blvd.So. Airport Blvd.Oyster Point Blvd.7KH&RYH'ULYHZD\Gateway Blvd.160 (101)39 (15)404 (269)122 (169) 182 (169) 147 (200)98 (130)644 (827)202 (158)168 (378) 167 (224) 307 (760) $LUSRUW%OYG3URGXFH$YH6DQ0DWHR$YH San Mateo Ave.So. Airport Blvd.Airport Blvd.Produce Ave.STOPSTOP STOPSTOPBF BFDAED ACEBFACEABF AACEAEFACEACE ACCEACEACCEAFF CCEACCCACCCAFCCEAACE AEFACFAEAABFACCEBEACCE ACE ABCFACCFABCFNSource: path:N:\Projects\2019_Projects\SF19-1076_499ForbesBlvd\Graphics\GIS\MXD#Study Intersection Lane ConfigurationACFPeak Hour Traffic VolumeAM (PM) STOP Stop Sign Signalized LEGEND 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 40 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 estimates presented previously were used as the basis for assigning Project-generated vehicle trips to the local transportation network and nine study intersections. Figure C-3, Project Trip Assignment, presents vehicle trip assignment at the nine study intersections and Figure C-4, 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 Forbes Boulevard / Allerton Avenue AWSC AM 12.4 B 12.6 B PM 21.1 C 21.6 C 2 Forbes Boulevard / Eccles Avenue Signal AM 11.2 B 10.9 B PM 25.8 C 25.9 C 3 Forbes Boulevard / E Grand Avenue Signal AM 34.5 C 34.4 C PM 65.9 E 65.7 E 4 Gateway Boulevard / E Grand Avenue Signal AM 48 D 51 D PM 44.5 D 44.5 D 5 Grand Avenue / E Grand Avenue Signal AM 17.2 B 21.1 C PM 10.8 B 10.8 B 6 Grand Avenue / Dubuque Avenue Signal AM 6.1 A 6.0 A PM 42.2 D 42.2 D 7 Gateway Boulevard / S. Airport Boulevard Signal AM 44.1 D 43.9 D PM >80 F >80 F 8 Gateway Boulevard / Oyster Point Boulevard Signal AM >80 F >80 F PM 53.1 D 54.1 D 9 S. Airport Boulevard / Airport Boulevard / Produce Avenue Signal AM 36.9 D 37 D PM 42.8 D 43.6 D Notes: Bold indicates unacceptable LOS E or F. Delay reported as seconds per vehicle. LOS based on the methodology in the Highway Capacity Manual 6th Edition. Intersections 2, 6, and 8 were analyzed based on HCM 2000. Signalized and all-way stop control (AWSC) 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 PURMHFW7ULS$VVLJQPHQW ( (0) () () () () () () ) () () () 1. Allerton Ave./Forbes Blvd.() () () () () () () () () () ( ) () 2. Eccles Ave./Forbes Blvd. ( () () () () () (5) () () () () () 3. Forbes Blvd./Harbor Wy./E. Grand Ave.() () () () (8) () () () () () (1) () 4. Gateway Blvd./E. Grand Ave. () ()() () () () 5. E. Grand Ave./Grand Ave. () () ) () () () 6. Dubuque Ave./Grand Ave.() () () () () () () () () () () () 7. Gateway Blvd./So. Airport Blvd./Mitchell Ave. () () () () () ()0 (0) () () () () 6%2II5DPS*DWHZD\%OYG2\VWHU3W%OYG Forbes Blvd.Allerton Ave.Forbes EcclesE. Grand Ave.Forbes Blvd.Harbor Wy.E. Grand Ave.Gateway Blvd.Grand Ave.E. Grand Ave. Grand Ave.Dubuque Ave.So. Airport Blvd.Mitchell Ave.Gateway Blvd.So. Airport Blvd.Oyster Point Blvd.7KH&RYH'ULYHZD\Gateway Blvd.Source: path:N:\Projects\2019_Projects\SF19-1076_499ForbesBlvd\Graphics\GIS\MXD () ) () () () () () () () () () () 9. Airport Blvd./Produce Ave./San Mateo Ave. San Mateo Ave.So. Airport Blvd.Airport Blvd.Produce Ave.STOPSTOP STOPSTOPBF BFDAED ACEDFACEACCFAACCCFACFFAACCE ACF ACCCFACCFAACCEAFF CCEACCCACCCAFCCEAACE AACFFACFFACCCFAABFACCEBEACCE ACCF ABCFACCFAAACFN #Study Intersection Lane ConfigurationACFPeak Hour Traffic VolumeAM (PM) STOP Stop Sign Signalized LEGEND Figure C-4 Peak Hour Traffic Volumesand Lane Configurations([LVWLQJ3URMHFW&RQGLWLRQV63 (319)16 (0)135 (73)5 (3) 325 (83) 115 (30)0 (0)2 (1)0 (0)1 (2) 92 (422) 194 (104) 1. Allerton Ave./Forbes Blvd.2 (3)2 (1)0 (0)135 (68) 567 (119) 3 (1)70 (268)2 (0)51 (17)24 (48) 129 (777) 1 (0) 2. Eccles Ave./Forbes Blvd.79 (188)114 (34)173 (29)440 (119) 1,225 (216) 140 (71)104 (425)84 (186)104 (36)17 (14) 337 (1,100) 34 (86) 3. Forbes Blvd./Harbor Wy./E. Grand Ave.42 (75)151 (122)315 (72)155 (100) 1,298 (275) 70 (76)88 (183)118 (289)192 (59)104 (177) 298 (1,145) 118 (391) 4. Gateway Blvd./E. Grand Ave.131 (233)678 (235)846 (216) 54 (28) 416 (1,392) 12 (11) 5. E. Grand Ave./Grand Ave. 37 (66) 846 (214)19 (60)54 (30)40 (116) 507 (1,509) 6. Dubuque Ave./Grand Ave.330 (486)467 (194)349 (61)96 (50) 314 (100) 368 (391)192 (561)116 (189)22 (5)18 (14) 159 (355) 29 (58) 7. Gateway Blvd./So. Airport Blvd./Mitchell Ave.177 (808)92 (32)127 (49)318 (49) 1,270 (268) 291 (63)24(431)0 (0)16 (27)7 (8)20 (19) 403 (1,259) 46 (30) 6%2II5DPS*DWHZD\%OYG2\VWHU3W%OYG Forbes Blvd.Allerton Ave.Forbes EcclesE. Grand Ave.Forbes Blvd.Harbor Wy.E. Grand Ave.Gateway Blvd.Grand Ave. E. Grand Ave. Grand Ave.Dubuque Ave.So. Airport Blvd.Mitchell Ave.Gateway Blvd.So. Airport Blvd.Oyster Point Blvd.7KH&RYH'ULYHZD\Gateway Blvd.160 (101)39 (15)404 (269)122 (169) 182 (169) 147 (200)98 (130)645 (827)202 (158)168 (378) 167 (224) 312 (800) 9. Airport Blvd./Produce Ave./San Mateo Ave. San Mateo Ave.So. Airport Blvd.Airport Blvd.Produce Ave.STOPSTOP STOPSTOPBF BFDAED ACEBFACEABF AACEAEFACEACE ACCEACEACCEAFF CCEACCCACCCAFCCEAACE AEFACFAEAABFACCEBEACCE ACE ABCFACCFABCFNSource: path:N:\Projects\2019_Projects\SF19-1076_499ForbesBlvd\Graphics\GIS\MXD#Study Intersection Lane ConfigurationACFPeak Hour Traffic VolumeAM (PM) STOP Stop Sign Signalized LEGEND 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 43 All intersections operate under LOS D or better during AM and PM peak hours in both scenarios except for intersections #7 Gateway Boulevard / S Airport Boulevard and #8 Gateway Boulevard / Oyster Point Boulevard. Intersection #7 operates at LOS F during the PM peak hour under existing and existing plus project conditions. Intersection #8, Gateway Boulevard / Oyster Point Boulevard and 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 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 Northbound Freeway On-Ramp Location Lanes Storage Length Existing Conditions Existing Plus Project Volume Queue Length Volume Queue Length 1 Oyster Point Boulevard 2 + 1 HOV 500 1,384 >500 1,414 >500 2 Produce Avenue 2 1500 1,806 200 1,843 250 Notes: Bold type indicates conditions where queue length exceeds storage capacity. Storage distance and queues in feet per lane. Source: Fehr & Peers, 2020 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 44 Cumulative Conditions The cumulative conditions section includes the cumulative no project and cumulative plus project scenarios. Figure C-5, 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- 6, 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 nine 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 Forbes Boulevard / Allerton Avenue AWSC AM >50 F >50 F PM >50 F >50 F 2 Forbes Boulevard / Eccles Avenue Signal AM 11.8 B 11.6 B PM 28.7 C 29 C 3 Forbes Boulevard / E Grand Avenue Signal AM >80 F >80 F PM >80 F >80 F 4 Gateway Boulevard / E Grand Avenue Signal AM >80 F >80 F PM >80 F >80 F 5 Grand Avenue / E Grand Avenue Signal AM 18.7 B 31.5 C PM >80 F >80 F 6 Grand Avenue / Dubuque Avenue Signal AM 7.3 A 7.2 A PM >80 F >80 F 7 Gateway Boulevard / S. Airport Boulevard Signal AM 48.2 D 48.4 D PM >80 F >80 F 8 Gateway Boulevard / Oyster Point Boulevard Signal AM >80 F >80 F PM >80 F >80 F 9 S. Airport Boulevard / Airport Boulevard / Produce Avenue Signal AM 50.2 D 50.4 D PM >80 F >80 F 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 and all-way stop control (AWSC) 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 & Peak Hour Traffic Volumesand Lane Configurations &XPXODWLYH&RQGLWLRQV57 (318)16 (0)135 (112)21 (8) 910 (253) 144 (37)25 (39)7 (12)9 (4)10 (13) 249 (925) 211 (104) 1. Allerton Ave./Forbes Blvd.2 (3)2 (1)1 (1)187 (113) 660 (174) 3 (3)120 (421)2 (1)59 (27)36 (61) 175 (861) 1 (1) 2. Eccles Ave./Forbes Blvd.168 (302)724 (60)260 (35)484 (358) 2,599 (801) 183 (179)361 (545)84 (448)195 (43)18 (14) 644 (2,346) 34 (308) 3. Forbes Blvd./Harbor Wy./E. Grand Ave.115 (577)167 (160)727 (414)172 (165) 2,274 (800) 287 (191)98 (795)181 (376)265 (124)104 (490) 543 (1,981) 526 (722) 4. Gateway Blvd./E. Grand Ave.216 (422)683 (320)2,050 (836) 133 (141) 731 (3,341) 25 (12) 5. E. Grand Ave./Grand Ave. 108 (66) 2,129 (947)38 (75)54 (30)41 (116) 906 (3,647) 6. Dubuque Ave./Grand Ave.466 (468)1,030 (712)1,265 (175)156 (110) 366 (148) 456 (485)653 (1,207)116 (260)22 (10)30 (14) 417 (1,119) 37 (130) 7. Gateway Blvd./So. Airport Blvd/Mitchell Ave.529 (1,677)92 (32)127 (80)318 (49) 1,990 (755) 833 (262)36(431)0 (0)16 (27)10 (8)21 (19) 887 (3,170) 48 (152) 6%2II5DPS*DWHZD\%OYG2\VWHU3W%OYG Forbes Blvd.Allerton Ave.Forbes EcclesE. Grand Ave.Forbes Blvd.Harbor Wy.E. Grand Ave.Gateway Blvd.Grand Ave. E. Grand Ave. Grand Ave.Dubuque Ave.So. Airport Blvd.Mitchell Ave.Gateway Blvd.So. Airport Blvd.Oyster Point Blvd.7KH&RYH'ULYHZD\Gateway Blvd.192 (112)46 (29)520 (362)122 (169) 289 (262) 149 (208)99 (183)782 (1,139)202 (158)282 (416) 261 (311) 1,020 (1,977) 9. Airport Blvd./Produce Ave./San Mateo Ave. San Mateo Ave.So. Airport Blvd.Airport Blvd.Produce Ave.STOPSTOP STOPSTOPBF BFDAED ACEDFACEACCFAACCCFACFFAACCE ACF ACCCFACCFAACCEAFF CCEACCCACCCAFCCEAACE AACFFACFFACCCFAABFACCEBEACCE ACCF ABCFACCFAAACFNSource: path:N:\Projects\2019_Projects\SF19-1076_499ForbesBlvd\Graphics\GIS\MXD#Study Intersection Lane ConfigurationACFPeak Hour Traffic VolumeAM (PM) STOP Stop Sign Signalized LEGEND Figure & Peak Hour Traffic Volumesand Lane Configurations &XPXODWLYH3URMHFW&RQGLWLRQV63 (319)16 (0)135 (112)21 (8) 911 (257) 145 (43)25 (39)7 (12)9 (4)10 (13) 265 (928) 211 (104) 1. Allerton Ave./Forbes Blvd.2 (3)2 (1)1 (1)187 (113) 750 (188) 3 (3)120 (421)2 (1)59 (27)36 (61) 188 (956) 1 (1) 2. Eccles Ave./Forbes Blvd.168 (302)724 (60)260 (35)546 (368) 2,599 (801) 183 (179)369 (596)84 (448)195 (43)18 (14) 644 (2,346) 34 (308) 3. Forbes Blvd./Harbor Wy./E. Grand Ave.125 (577)167 (160)738 (416)172 (165) 2,325 (808) 287 (191)98 (795)181 (376)265 (124)104 (490) 546 (1,992) 531 (762) 4. Gateway Blvd./E. Grand Ave.216 (422)722 (326)2,062 (838) 133 (141) 744 (3,352) 25 (12) 5. E. Grand Ave./Grand Ave. 108 (66) 2,141 (949)38 (75)54 (30)42 (116) 918 (3,658) 6. Dubuque Ave./Grand Ave.466 (486)1,041 (714)1,265 (175)156 (110) 366 (148) 456 (485)658 (1,247)116 (260)22 (10)30 (14) 417 (1,119) 37 (130) 7. Gateway Blvd./So. Airport Blvd./Mitchell Ave.532 (1,719)92 (32)127 (80)320 (49) 2,016 (757) 839 (262)36(431)0 (0)16 (27)10 (8)21 (19) 887 (3,174) 48(152) 6%2II5DPS*DWHZD\%OYG2\VWHU3W%OYG Forbes Blvd.Allerton Ave.Forbes EcclesE. Grand Ave.Forbes Blvd.Harbor Wy.E. Grand Ave.Gateway Blvd.Grand Ave. E. Grand Ave. Grand Ave.Dubuque Ave.So. Airport Blvd.Mitchell Ave.Gateway Blvd.So. Airport Blvd.Oyster Point Blvd.7KH&RYH'ULYHZD\Gateway Blvd.Source: path:N:\Projects\2019_Projects\SF19-1076_499ForbesBlvd\Graphics\GIS\MXD192 (112)46 (29)520 (362)122 (169) 289 (262) 149 (208)99 (183)783 (1,139)202 (158)282 (416) 261 (311) 1,025 (2,017) 9. Airport Blvd./Produce Ave./San Mateo Ave. San Mateo Ave.So. Airport Blvd.Airport Blvd.Produce Ave.STOPSTOP STOPSTOPBF BFDAED ACEDFACEACCFAACCCFACFFAACCE ACF ACCCFACCFAACCEAFF CCEACCCACCCAFCCEAACE AACFFACFFACCCFAABFACCEBEACCE ACCF ABCFACCFAAACFN #Study Intersection Lane ConfigurationACFPeak Hour Traffic VolumeAM (PM) STOP Stop Sign Signalized LEGEND 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 47 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 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 2 + 1 HOV 500 2,756 >500 2,788 >500 2 Produce Avenue 2 1500 3,254 800 3,291 1,150 Notes: Bold type indicates conditions where queue length exceeds storage capacity. Storage distance and queues in feet per lane. Source: Fehr & Peers, 2020 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 Appendix D: Syncrho Reports HCM 6th AWSC 1: Allerton Ave. & Forbes Blvd.04/06/2020 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 Signalized Intersection Capacity Analysis 2: Eccles & Forbes 04/06/2020 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) 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 Signalized Intersection Summary 3: Harbor Wy./Forbes Blvd. & E. Grand Ave.04/06/2020 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) 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 5: E. Grand Ave. & Grand Ave.04/06/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 3 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 4: Gateway Blvd. & E. Grand Ave.04/06/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 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 Signalized Intersection Capacity Analysis 6: Grand Ave. & Dubuque Ave.04/06/2020 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 6th Signalized Intersection Summary 7: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.04/06/2020 Forbes Blvd 8:00 am 11/15/2019 Existing AM Synchro 10 Report CY Page 4 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 Signalized Intersection Capacity Analysis 8: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Poin04/06/2020 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 8: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Poin04/06/2020 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 6th Signalized Intersection Summary 9: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.04/06/2020 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) 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 AWSC 1: Allerton Ave. & Forbes Blvd.04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 Existing PM 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 Signalized Intersection Capacity Analysis 2: Eccles & Forbes 04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 Existing PM CY Page 1 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 Signalized Intersection Summary 3: Harbor Wy./Forbes Blvd. & E. Grand Ave.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 Existing PM CY Page 1 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 4: Gateway Blvd. & E. Grand Ave.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 Existing PM CY Page 2 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 5: E. Grand Ave. & Grand Ave.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 Existing PM CY Page 3 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 Signalized Intersection Capacity Analysis 6: Grand Ave. & Dubuque Ave.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 Existing PM 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 6th Signalized Intersection Summary 7: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 Existing PM CY Page 4 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 Signalized Intersection Capacity Analysis 8: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Poin04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 Existing PM 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 8: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Poin04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 Existing PM 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 6th Signalized Intersection Summary 9: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 Existing PM CY Page 5 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 AWSC 1: Allerton Ave. & Forbes Blvd.04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 EPP AM CY Page 1 Intersection Intersection Delay, s/veh 12.6 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 325 115 194 92 1 63 16 135 0 2 0 Future Vol, veh/h 5 325 115 194 92 1 63 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 5 346 122 206 98 1 67 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 13.8 12 11 11 HCM LOS B B B B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, %80% 0% 2% 0% 100% 0% 0% Vol Thru, %20% 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 79 135 330 115 194 93 2 LT Vol 63 0 5 0 194 0 0 Through Vol 16 0 325 0 0 92 2 RT Vol 0 135 0 115 0 1 0 Lane Flow Rate 84 144 351 122 206 99 2 Geometry Grp 7777776 Degree of Util (X) 0.168 0.242 0.56 0.171 0.372 0.164 0.005 Departure Headway (Hd)7.175 6.062 5.739 5.024 6.493 5.979 7.869 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 501 593 628 714 555 601 454 Service Time 4.911 3.797 3.467 2.752 4.226 3.712 5.923 HCM Lane V/C Ratio 0.168 0.243 0.559 0.171 0.371 0.165 0.004 HCM Control Delay 11.4 10.7 15.6 8.8 13 9.9 11 HCM Lane LOS B B C ABAB HCM 95th-tile Q 0.6 0.9 3.5 0.6 1.7 0.6 0 HCM Signalized Intersection Capacity Analysis 2: Eccles & Forbes 04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 EPP AM CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 135 567 3 1 129 24 2 2 0 51 2 70 Future Volume (vph) 135 567 3 1 129 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 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 0.98 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 2678 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 2678 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) 157 659 3 1 150 28 2 2 0 59 2 81 RTOR Reduction (vph)0000000000071 Lane Group Flow (vph) 157 662 0 1 178 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) 9.2 27.6 0.6 19.0 0.6 6.2 6.2 Effective Green, g (s) 9.2 27.6 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) 316 1895 16 997 22 141 164 v/s Ratio Prot c0.09 c0.19 0.00 0.07 v/s Ratio Perm c0.00 c0.05 0.01 v/c Ratio 0.50 0.35 0.06 0.18 0.18 0.43 0.06 Uniform Delay, d1 18.8 6.6 24.9 10.8 25.0 20.8 19.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.1 0.6 0.1 1.4 0.8 0.1 Delay (s)19.3 6.7 25.5 10.8 26.4 21.5 19.9 Level of Service B A C B C C B Approach Delay (s)9.1 10.9 26.4 20.6 Approach LOS A B C C Intersection Summary HCM 2000 Control Delay 10.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.42 Actuated Cycle Length (s) 51.0 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 Signalized Intersection Summary 3: Harbor Wy./Forbes Blvd. & E. Grand Ave.04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 EPP AM CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 440 1225 140 34 337 17 79 114 173 104 84 104 Future Volume (veh/h) 440 1225 140 34 337 17 79 114 173 104 84 104 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 458 1276 146 35 351 16 82 119 14 108 88 18 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 458 705 717 35 180 187 82 119 14 108 88 18 Grp Sat Flow(s),veh/h/ln 1673 1721 1737 1541 1537 1575 1668 1752 1448 1584 1663 1350 Q Serve(g_s), s 13.1 41.4 42.1 3.2 15.6 15.8 7.1 10.0 1.3 9.7 7.4 1.8 Cycle Q Clear(g_c), s 13.1 41.4 42.1 3.2 15.6 15.8 7.1 10.0 1.3 9.7 7.4 1.8 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) 0.30 0.68 0.69 0.32 0.54 0.55 0.55 0.76 0.11 0.59 0.46 0.12 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 26.2 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 5.2 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 26.2 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 1880 402 215 214 Approach Delay, s/veh 21.9 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 15.1 17.8 11.7 5.2 44.1 12.0 Green Ext Time (p_c), s 1.9 1.2 0.6 0.0 4.1 0.5 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 computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 4: Gateway Blvd. & E. Grand Ave.04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 EPP AM CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 155 1298 70 118 298 104 42 151 315 192 118 88 Future Volume (veh/h) 155 1298 70 118 298 104 42 151 315 192 118 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 1366 71 124 314 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 1475 77 143 1984 458 131 273 225 461 Arrive On Green 0.11 0.57 0.57 0.09 0.56 0.56 0.08 0.08 0.00 0.13 0.14 0.00 Sat Flow, veh/h 1753 2570 134 1555 3604 832 1668 3416 0 1682 3445 0 Grp Volume(v), veh/h 163 937 500 124 256 134 44 159 0 202 124 0 Grp Sat Flow(s),veh/h/ln 1753 882 940 1555 1486 1464 1668 1664 0 1682 1678 0 Q Serve(g_s), s 13.7 72.5 72.5 11.8 6.2 6.6 3.7 6.9 0.0 17.7 5.0 0.0 Cycle Q Clear(g_c), s 13.7 72.5 72.5 11.8 6.2 6.6 3.7 6.9 0.0 17.7 5.0 0.0 Prop In Lane 1.00 0.14 1.00 0.57 1.00 0.00 1.00 0.00 Lane Grp Cap(c), veh/h 202 1012 539 143 1637 806 131 273 225 461 V/C Ratio(X)0.81 0.93 0.93 0.87 0.16 0.17 0.34 0.58 0.90 0.27 Avail Cap(c_a), veh/h 270 1012 539 170 1663 819 157 710 371 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)0.84 0.84 0.84 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 29.1 29.1 67.2 16.6 16.7 65.4 66.4 0.0 64.0 58.0 0.0 Incr Delay (d2), s/veh 7.9 13.4 21.4 27.3 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 16.8 19.1 5.8 2.3 2.4 1.6 3.0 0.0 8.2 2.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 96.5 42.5 50.5 94.6 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 1600 514 203 A 326 A Approach Delay, s/veh 50.5 35.6 66.9 67.5 Approach LOS D D E E Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.8 91.0 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 13.8 74.5 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 51.0 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 5: E. Grand Ave. & Grand Ave.04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 EPP AM CY Page 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 846 54 12 416 131 678 Future Volume (veh/h) 846 54 12 416 131 678 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 920 54 13 452 142 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 3597 199 30 3719 214 Arrive On Green 0.25 0.25 0.02 0.82 0.10 0.00 Sat Flow, veh/h 5007 283 1626 4815 1725 2701 Grp Volume(v), veh/h 636 338 13 452 142 0 Grp Sat Flow(s),veh/h/ln 1675 1774 1626 1554 1725 1351 Q Serve(g_s), s 15.2 15.2 0.8 2.0 8.0 0.0 Cycle Q Clear(g_c), s 15.2 15.2 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 2478 1318 30 3719 214 V/C Ratio(X) 0.26 0.26 0.44 0.12 0.66 Avail Cap(c_a), veh/h 2542 1346 130 3808 517 HCM Platoon Ratio 0.33 0.33 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 17.2 17.0 48.6 2.4 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 1.3 0.0 0.0 46.7 0.0 %ile BackOfQ(50%),veh/ln 9.1 9.6 0.4 0.5 7.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.9 18.7 52.3 2.5 93.1 0.0 LnGrp LOS B B D A F Approach Vol, veh/h 974 465 142 A Approach Delay, s/veh 18.8 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 17.2 4.0 10.0 Green Ext Time (p_c), s 0.0 4.6 2.2 0.5 Intersection Summary HCM 6th Ctrl Delay 21.1 HCM 6th LOS C Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 6: Grand Ave. & Dubuque Ave.04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 EPP AM CY Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)37 846 507 40 54 19 Future Volume (vph)37 846 507 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) 40 910 545 43 58 20 RTOR Reduction (vph)0030018 Lane Group Flow (vph) 40 910 585 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 0.91 1.00 1.00 Incremental Delay, d2 1.1 0.1 0.1 0.5 0.0 Delay (s)46.8 2.3 4.3 42.8 40.9 Level of Service D A A D D Approach Delay (s)4.1 4.3 42.3 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 6.0 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 6th Signalized Intersection Summary 7: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 EPP AM CY Page 4 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 22 116 192 Future Volume (veh/h) 96 314 368 29 159 18 330 467 349 22 116 192 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 14 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 12 12 12 22 22 22 6 6 6 16 16 16 Cap, veh/h 226 408 339 85 213 19 1441 1481 164 172 139 Arrive On Green 0.04 0.07 0.07 0.06 0.15 0.15 0.45 0.45 0.00 0.10 0.10 0.10 Sat Flow, veh/h 1640 1722 1430 1499 1422 125 3346 3532 0 1584 1663 1338 Grp Volume(v), veh/h 103 338 116 31 0 186 355 502 0 24 125 14 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 1.0 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 1.0 Prop In Lane 1.00 1.00 1.00 0.08 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 226 408 339 85 0 232 1441 1481 164 172 139 V/C Ratio(X)0.46 0.83 0.34 0.36 0.00 0.80 0.25 0.34 0.15 0.73 0.10 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 4.1 0.0 0.6 3.2 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 20.6 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 557 217 857 A 163 Approach Delay, s/veh 78.8 46.6 20.1 46.6 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 43.9 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 8: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Poin04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 EPP AM CY Page 3 Movement EBU EBL EBT EBR WBL2 WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)1 318 1270 291 46 403 20 177 92 127 7 16 Future Volume (vph)1 318 1270 291 46 403 20 177 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 4878 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 4878 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 1443 331 52 458 23 201 105 144 8 18 RTOR Reduction (vph)000004000116051 Lane Group Flow (vph) 0 362 1774 0 52 477 0 181 125 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 1492 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 1.19 0.58 0.46 0.31 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 92.1 5.5 0.3 0.1 0.3 0.1 0.0 Delay (s)382.8 133.4 59.8 38.6 41.5 42.5 39.7 56.2 Level of Service F F E D D D D E Approach Delay (s)175.6 40.7 41.2 56.2 Approach LOS F D D E Intersection Summary HCM 2000 Control Delay 115.2 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.03 Actuated Cycle Length (s) 119.0 Sum of lost time (s)21.1 Intersection Capacity Utilization 98.3% ICU Level of Service F Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 8: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Poin04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 EPP AM CY Page 4 Movement SBR2 NER NER2 Lane Configurations Traffic Volume (vph)24 708 345 Future Volume (vph)24 708 345 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) 27 805 392 RTOR Reduction (vph) 0 0 0 Lane Group Flow (vph) 0 805 392 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 c0.24 v/s Ratio Perm v/c Ratio 0.91 1.03 Uniform Delay, d1 44.2 45.5 Progression Factor 1.00 1.00 Incremental Delay, d2 12.3 54.5 Delay (s)56.5 100.0 Level of Service E F Approach Delay (s) Approach LOS Intersection Summary HCM 6th Signalized Intersection Summary 9: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 EPP AM CY Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 122 182 147 312 167 168 160 39 404 202 645 98 Future Volume (veh/h) 122 182 147 312 167 168 160 39 404 202 645 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 0 328 176 0 168 41 0 213 679 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 148 311 472 248 198 870 523 1550 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 0 328 176 0 168 41 0 213 679 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 11.0 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 11.0 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 148 311 472 248 198 870 523 1550 V/C Ratio(X)0.72 0.71 0.70 0.71 0.85 0.05 0.41 0.44 Avail Cap(c_a), veh/h 289 606 611 321 293 870 523 1550 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 2.1 4.4 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 4.7 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 49.5 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 504 A 209 A 892 A Approach Delay, s/veh 46.8 50.4 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 37.0 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, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th AWSC 1: Allerton Ave. & Forbes Blvd.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 EPP PM CY Page 1 Intersection Intersection Delay, s/veh 21.6 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 83 30 104 422 2 319 0 73 0 1 0 Future Vol, veh/h 3 83 30 104 422 2 319 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 87 32 109 444 2 336 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 11.1 24.8 20.3 12.2 HCM LOS B C C B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, %100% 0% 3% 0% 100% 0% 0% Vol Thru, %0% 0% 97% 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 319 73 86 30 104 424 1 LT Vol 319 0 3 0 104 0 0 Through Vol 0 0 83 0 0 422 1 RT Vol 0 73 0 30 0 2 0 Lane Flow Rate 336 77 91 32 109 446 1 Geometry Grp 7777776 Degree of Util (X) 0.662 0.126 0.181 0.057 0.207 0.782 0.003 Departure Headway (Hd)7.098 5.884 7.216 6.482 6.817 6.306 9.13 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 510 608 495 550 525 571 391 Service Time 4.847 3.633 4.988 4.253 4.568 4.057 7.218 HCM Lane V/C Ratio 0.659 0.127 0.184 0.058 0.208 0.781 0.003 HCM Control Delay 22.8 9.5 11.6 9.6 11.4 28.1 12.2 HCM Lane LOS C ABABDB HCM 95th-tile Q 4.8 0.4 0.7 0.2 0.8 7.3 0 HCM Signalized Intersection Capacity Analysis 2: Eccles & Forbes 04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 EPP PM CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)68 119 1 0 777 48 3 1 0 17 0 268 Future Volume (vph)68 119 1 0 777 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 2980 3278 1831 1719 1538 Flt Permitted 0.95 1.00 1.00 0.65 0.76 1.00 Satd. Flow (perm)1492 2980 3278 1241 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) 73 128 1 0 835 52 3 1 0 18 0 288 RTOR Reduction (vph)00000000000260 Lane Group Flow (vph) 73 129 0 0 887 004001828 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) 7.3 40.5 29.2 19.8 7.8 7.8 Effective Green, g (s) 7.3 40.5 29.2 19.8 7.8 7.8 Actuated g/C Ratio 0.09 0.51 0.36 0.25 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) 135 1506 1194 306 133 149 v/s Ratio Prot c0.05 0.04 c0.27 v/s Ratio Perm c0.00 0.01 c0.02 v/c Ratio 0.54 0.09 0.74 0.01 0.14 0.19 Uniform Delay, d1 34.8 10.2 22.2 22.8 33.1 33.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.4 0.0 2.4 0.1 0.2 0.2 Delay (s)37.2 10.2 24.6 22.8 33.2 33.5 Level of Service D B C C C C Approach Delay (s)20.0 24.6 22.8 33.4 Approach LOS B C C C Intersection Summary HCM 2000 Control Delay 25.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.43 Actuated Cycle Length (s) 80.1 Sum of lost time (s)16.0 Intersection Capacity Utilization 52.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 3: Harbor Wy./Forbes Blvd. & E. Grand Ave.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 EPP PM CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 119 216 71 86 1100 14 188 34 29 36 186 425 Future Volume (veh/h) 119 216 71 86 1100 14 188 34 29 36 186 425 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.88 1.00 0.97 1.00 0.97 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 125 227 75 91 1158 14 224 0 2 38 213 207 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 851 1216 390 161 1189 14 302 0 130 314 330 271 Arrive On Green 0.19 0.35 0.35 0.09 0.33 0.33 0.09 0.00 0.09 0.18 0.18 0.18 Sat Flow, veh/h 3072 2340 751 1767 3561 43 3365 0 1452 1739 1826 1497 Grp Volume(v), veh/h 125 151 151 91 573 599 224 0 2 38 213 207 Grp Sat Flow(s),veh/h/ln 1536 1580 1511 1767 1763 1841 1682 0 1452 1739 1826 1497 Q Serve(g_s), s 5.1 10.0 10.5 7.4 48.1 48.2 9.7 0.0 0.2 2.7 16.2 19.7 Cycle Q Clear(g_c), s 5.1 10.0 10.5 7.4 48.1 48.2 9.7 0.0 0.2 2.7 16.2 19.7 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 851 821 785 161 589 615 302 0 130 314 330 271 V/C Ratio(X) 0.15 0.18 0.19 0.56 0.97 0.97 0.74 0.00 0.02 0.12 0.65 0.77 Avail Cap(c_a), veh/h 851 821 785 284 589 615 628 0 271 475 499 409 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 46.3 26.7 26.9 65.3 49.3 49.3 66.6 0.0 62.2 51.5 57.0 58.4 Incr Delay (d2), s/veh 0.1 0.5 0.5 1.2 31.1 30.4 1.4 0.0 0.0 0.1 0.8 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 4.1 4.1 3.4 26.2 27.3 4.2 0.0 0.1 1.2 7.6 7.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.3 27.2 27.4 66.5 80.4 79.7 67.9 0.0 62.3 51.5 57.8 60.4 LnGrp LOS D C C E F EEAEDEE Approach Vol, veh/h 427 1263 226 458 Approach Delay, s/veh 32.9 79.1 67.9 58.4 Approach LOS C E E E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 45.5 55.0 31.1 18.6 82.0 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 7.1 50.2 21.7 9.4 12.5 11.7 Green Ext Time (p_c), s 0.2 0.0 1.4 0.1 1.7 0.5 Intersection Summary HCM 6th Ctrl Delay 65.7 HCM 6th LOS E Notes User approved volume balancing among the lanes for turning movement. HCM 6th Signalized Intersection Summary 4: Gateway Blvd. & E. Grand Ave.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 EPP PM CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 100 275 76 391 1145 177 75 122 72 59 289 183 Future Volume (veh/h) 100 275 76 391 1145 177 75 122 72 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 103 284 51 403 1180 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 414 1646 285 421 1779 217 151 503 152 505 Arrive On Green 0.28 0.44 0.44 0.47 0.77 0.77 0.09 0.12 0.00 0.09 0.11 0.00 Sat Flow, veh/h 1640 4024 696 1781 4468 647 1682 3445 0 1767 3618 0 Grp Volume(v), veh/h 103 219 116 403 899 452 77 126 0 61 298 0 Grp Sat Flow(s),veh/h/ln 1640 1567 1586 1781 1702 1711 1682 1678 0 1767 1763 0 Q Serve(g_s), s 7.2 6.3 6.7 32.7 19.0 19.0 6.5 5.1 0.0 4.9 12.3 0.0 Cycle Q Clear(g_c), s 7.2 6.3 6.7 32.7 19.0 19.0 6.5 5.1 0.0 4.9 12.3 0.0 Prop In Lane 1.00 0.44 1.00 0.38 1.00 0.00 1.00 0.00 Lane Grp Cap(c), veh/h 414 1282 648 421 1316 670 151 503 152 505 V/C Ratio(X)0.25 0.17 0.18 0.96 0.68 0.67 0.51 0.25 0.40 0.59 Avail Cap(c_a), veh/h 463 1374 695 539 1316 662 214 866 225 917 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 0.65 0.65 0.65 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 45.0 28.4 28.5 38.8 13.5 13.4 65.1 56.6 0.0 64.9 62.6 0.0 Incr Delay (d2), s/veh 0.1 0.3 0.6 17.5 1.9 3.5 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 6.7 6.3 0.0 0.0 0.0 0.0 70.3 0.0 %ile BackOfQ(50%),veh/ln 3.1 2.6 2.8 14.0 7.2 7.3 2.9 2.1 0.0 2.2 12.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.1 28.7 29.1 56.3 22.2 23.2 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 438 1754 203 A 359 A Approach Delay, s/veh 32.7 30.3 60.3 121.8 Approach LOS C C E F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 39.5 70.7 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 34.7 8.7 8.5 14.3 9.2 21.0 6.9 7.1 Green Ext Time (p_c), s 0.8 1.3 0.1 1.1 0.1 7.3 0.1 0.5 Intersection Summary HCM 6th Ctrl Delay 44.8 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary 5: E. Grand Ave. & Grand Ave.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 EPP PM CY Page 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 216 28 11 1392 233 235 Future Volume (veh/h) 216 28 11 1392 233 235 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 218 19 11 1406 235 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %883388 Cap, veh/h 3139 267 28 3778 296 Arrive On Green 1.00 1.00 0.02 0.76 0.16 0.00 Sat Flow, veh/h 4710 387 1767 5233 1697 2657 Grp Volume(v), veh/h 154 83 11 1406 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 9.4 13.4 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.6 9.4 13.4 0.0 Prop In Lane 0.23 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2237 1169 28 3778 296 V/C Ratio(X) 0.07 0.07 0.39 0.37 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 0.1 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 237 1417 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 11.4 15.4 Green Ext Time (p_c), s 0.0 1.0 8.5 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 Signalized Intersection Capacity Analysis 6: Grand Ave. & Dubuque Ave.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 EPP PM CY Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)66 214 1509 116 30 60 Future Volume (vph)66 214 1509 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) 67 218 1540 118 31 61 RTOR Reduction (vph)0050055 Lane Group Flow (vph) 67 218 1653 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 1.04 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 33.0 0.2 0.0 Delay (s)45.2 4.5 49.3 41.8 41.1 Level of Service D A D D D Approach Delay (s)14.0 49.3 41.3 Approach LOS B D D Intersection Summary HCM 2000 Control Delay 44.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 100.0 Sum of lost time (s)17.1 Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 7: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 EPP PM CY Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 100 391 58 355 14 486 194 61 5 189 561 Future Volume (veh/h) 50 100 391 58 355 14 486 194 61 5 189 561 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 13 517 206 0 5 201 364 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 0 391 517 206 0 5 201 364 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 1.10 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 77.9 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 15.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.0 30.6 30.9 47.0 0.0 134.5 38.2 31.7 0.0 31.8 443.5 118.7 LnGrp LOS DCCDAFDC CFF Approach Vol, veh/h 327 453 723 A 570 Approach Delay, s/veh 33.4 122.5 36.3 232.4 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 108.6 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 Signalized Intersection Capacity Analysis 8: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Poin04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 EPP PM CY Page 3 Movement EBU EBL EBT EBR WBL2 WBT WBR NBU NBL NBT NBR SBL Lane Configurations Traffic Volume (vph)4 49 268 63 30 1259 19 2 808 32 49 8 Future Volume (vph)4 49 268 63 30 1259 19 2 808 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 4447 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 4447 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 51 279 66 31 1311 20 2 842 33 51 8 RTOR Reduction (vph)0000010000400 Lane Group Flow (vph) 0 55 345 0 31 1330 0 0 583 294 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 48.0 4.4 38.0 29.0 29.0 29.0 Effective Green, g (s)14.4 48.0 4.4 38.0 29.0 29.0 29.0 Actuated g/C Ratio 0.11 0.37 0.03 0.29 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 1644 60 1484 712 359 330 v/s Ratio Prot 0.08 0.02 c0.26 0.18 c0.18 v/s Ratio Perm c0.12 0.01 v/c Ratio 1.08 0.21 0.52 0.90 0.82 0.82 0.03 Uniform Delay, d1 57.7 27.9 61.7 44.0 47.9 47.9 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 3.1 7.5 6.9 12.9 0.0 Delay (s)207.4 28.0 64.8 51.5 54.8 60.8 39.5 Level of Service F C E D D E D Approach Delay (s)52.7 51.8 55.9 Approach LOS D D E Intersection Summary HCM 2000 Control Delay 54.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 129.8 Sum of lost time (s)21.1 Intersection Capacity Utilization 97.1% 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 8: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Poin04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 EPP PM CY Page 4 Movement SBT SBR2 NER NER2 Lane Configurations Traffic Volume (vph)27 431 121 61 Future Volume (vph)27 431 121 61 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) 28 449 126 64 RTOR Reduction (vph) 372 0 0 0 Lane Group Flow (vph) 113 0 126 64 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) 208 473 202 v/s Ratio Prot c0.04 0.04 c0.04 v/s Ratio Perm v/c Ratio 0.93dr 0.27 0.32 Uniform Delay, d1 58.3 49.8 50.2 Progression Factor 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.1 0.3 Delay (s)59.9 49.9 50.5 Level of Service E D D Approach Delay (s) 59.9 Approach LOS E Intersection Summary HCM 6th Signalized Intersection Summary 9: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 EPP PM CY Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 169 169 200 800 224 378 101 15 269 158 827 130 Future Volume (veh/h) 169 169 200 800 224 378 101 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 0 842 236 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 381 200 901 473 142 821 376 1370 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 0 842 236 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 28.6 13.3 0.0 7.8 0.4 0.0 9.8 24.1 0.0 Cycle Q Clear(g_c), s 6.5 9.5 0.0 28.6 13.3 0.0 7.8 0.4 0.0 9.8 24.1 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 381 200 901 473 142 821 376 1370 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 635 334 914 480 160 821 376 1370 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 0.41 0.41 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 37.7 0.0 53.3 33.2 0.0 41.1 29.8 0.0 Incr Delay (d2), s/veh 0.4 2.0 0.0 8.0 0.3 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 13.2 6.0 0.0 3.6 0.2 0.0 4.3 10.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 50.8 53.7 0.0 51.4 38.0 0.0 66.0 33.3 0.0 41.4 32.0 0.0 LnGrp LOS D D D D E C D C Approach Vol, veh/h 347 A 1078 A 122 A 1037 A Approach Delay, s/veh 52.1 48.4 61.7 33.5 Approach LOS D D E C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 14.7 51.5 17.8 30.4 35.8 35.9 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 26.1 11.5 11.8 2.4 30.6 Green Ext Time (p_c), s 0.0 4.5 0.8 0.1 0.0 0.7 Intersection Summary HCM 6th Ctrl Delay 43.6 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR, EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th AWSC 1: Allerton Ave. & Forbes Blvd.04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 CNP AM CY Page 1 Intersection Intersection Delay, s/veh 169.7 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 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles, %4 4 4 10 10 10 16 16 16 50 50 50 Mvmt Flow 21 919 145 213 252 10 58 16 136 9 7 25 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 273 16.1 13.7 13.8 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 74 136 940 145 213 262 41 Geometry Grp 7777776 Degree of Util (X) 0.168 0.269 1.643 0.225 0.419 0.477 0.098 Departure Headway (Hd)9.173 8.044 6.29 5.567 7.764 7.223 9.738 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 394 450 583 646 467 502 370 Service Time 6.873 5.744 4.017 3.294 5.464 4.923 7.738 HCM Lane V/C Ratio 0.188 0.302 1.612 0.224 0.456 0.522 0.111 HCM Control Delay 13.7 13.7 313.7 9.9 15.9 16.3 13.8 HCM Lane LOS B B F A C C B HCM 95th-tile Q 0.6 1.1 52.5 0.9 2 2.5 0.3 HCM Signalized Intersection Capacity Analysis 2: Eccles & Forbes 04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 CNP AM CY Page 1 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 Signalized Intersection Summary 3: Harbor Wy./Forbes Blvd. & E. Grand Ave.04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 CNP AM CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 484 2599 183 34 644 18 168 724 260 195 84 361 Future Volume (veh/h) 484 2599 183 34 644 18 168 724 260 195 84 361 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.95 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 489 2625 185 34 651 17 170 731 169 197 85 34 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 845 2264 682 211 1194 31 316 630 276 252 265 382 Arrive On Green 0.25 0.46 0.46 0.07 0.27 0.27 0.19 0.19 0.19 0.16 0.16 0.16 Sat Flow, veh/h 3346 4944 1489 2990 4421 115 1668 3328 1458 1584 1663 2397 Grp Volume(v), veh/h 489 2625 185 34 433 235 170 731 169 197 85 34 Grp Sat Flow(s),veh/h/ln 1673 1648 1489 1495 1473 1590 1668 1664 1458 1584 1663 1198 Q Serve(g_s), s 19.2 68.7 11.5 1.6 18.9 19.0 13.8 28.4 15.9 17.9 6.8 1.8 Cycle Q Clear(g_c), s 19.2 68.7 11.5 1.6 18.9 19.0 13.8 28.4 15.9 17.9 6.8 1.8 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 845 2264 682 211 795 429 316 630 276 252 265 382 V/C Ratio(X) 0.58 1.16 0.27 0.16 0.54 0.55 0.54 1.16 0.61 0.78 0.32 0.09 Avail Cap(c_a), veh/h 845 2264 682 279 795 429 316 630 276 382 401 578 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 49.1 40.7 25.2 65.5 46.9 46.9 54.9 60.8 55.8 60.5 55.8 53.8 Incr Delay (d2), s/veh 0.1 72.3 0.1 0.1 2.7 4.9 1.0 88.8 2.9 2.7 0.3 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 8.0 42.3 4.1 0.6 7.3 8.2 5.9 19.7 6.1 7.4 2.9 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.2 113.0 25.3 65.6 49.5 51.8 55.9 149.6 58.7 63.2 56.1 53.8 LnGrp LOS D F C E D D E F E E E D Approach Vol, veh/h 3299 702 1070 316 Approach Delay, s/veh 98.6 51.1 120.3 60.3 Approach LOS F D F E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 42.8 45.4 28.8 14.6 73.6 33.0 Change Period (Y+Rc), s 4.9 * 4.9 4.9 4.0 4.9 4.6 Max Green Setting (Gmax), s 27.0 * 41 36.2 14.0 53.5 28.4 Max Q Clear Time (g_c+I1), s 21.2 21.0 19.9 3.6 70.7 30.4 Green Ext Time (p_c), s 1.2 2.7 0.8 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 94.5 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary 4: Gateway Blvd. & E. Grand Ave.04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 CNP AM CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 172 2274 287 526 543 104 115 167 727 265 181 98 Future Volume (veh/h) 172 2274 287 526 543 104 115 167 727 265 181 98 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 2297 202 531 548 90 116 169 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 2735 823 322 1907 307 154 205 191 463 Arrive On Green 0.11 0.54 0.54 0.11 0.54 0.54 0.09 0.12 0.00 0.11 0.14 0.00 Sat Flow, veh/h 1753 5025 1513 3018 3857 621 1668 1752 1485 1682 3357 1497 Grp Volume(v), veh/h 174 2297 202 531 420 218 116 169 0 268 183 0 Grp Sat Flow(s),veh/h/ln 1753 1675 1513 1509 1486 1506 1668 1752 1485 1682 1678 1497 Q Serve(g_s), s 14.7 57.6 10.5 16.0 11.4 11.7 10.2 14.1 0.0 17.0 7.5 0.0 Cycle Q Clear(g_c), s 14.7 57.6 10.5 16.0 11.4 11.7 10.2 14.1 0.0 17.0 7.5 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 214 2735 823 322 1470 744 154 205 191 463 V/C Ratio(X)0.81 0.84 0.25 1.65 0.29 0.29 0.75 0.82 1.41 0.40 Avail Cap(c_a), veh/h 304 2735 823 322 1600 811 222 445 191 792 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)0.60 0.60 0.60 0.87 0.87 0.87 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 65.0 28.7 18.0 67.0 22.4 22.5 66.4 64.7 0.0 66.5 59.0 0.0 Incr Delay (d2), s/veh 4.5 2.0 0.4 304.2 0.4 0.9 4.1 3.2 0.0 210.8 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 23.2 3.8 19.8 4.5 4.8 4.5 6.5 0.0 18.4 3.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 90.6 30.7 18.4 371.2 22.8 23.3 70.4 67.9 0.0 277.3 59.2 0.0 LnGrp LOS F C B F C C E E F E Approach Vol, veh/h 2673 1169 285 A 451 A Approach Delay, s/veh 33.7 181.2 68.9 188.8 Approach LOS C F E F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 20.0 86.5 17.9 25.6 20.9 85.6 21.0 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 16.0 61.1 20.0 * 35 26.0 51.1 17.0 38.1 Max Q Clear Time (g_c+I1), s 18.0 59.6 12.2 9.5 16.7 13.7 19.0 16.1 Green Ext Time (p_c), s 0.0 1.4 0.1 0.7 0.2 2.9 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 88.8 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 5: E. Grand Ave. & Grand Ave.04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 CNP AM CY Page 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2050 133 25 731 216 683 Future Volume (veh/h) 2050 133 25 731 216 683 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 2071 128 25 738 218 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 3200 170 49 3429 293 Arrive On Green 0.70 0.70 0.03 0.77 0.15 0.00 Sat Flow, veh/h 4990 296 1626 4815 1725 2701 Grp Volume(v), veh/h 1434 765 25 738 218 0 Grp Sat Flow(s),veh/h/ln 1675 1771 1626 1554 1725 1351 Q Serve(g_s), s 22.4 22.8 1.5 4.3 12.3 0.0 Cycle Q Clear(g_c), s 22.4 22.8 1.5 4.3 12.3 0.0 Prop In Lane 0.17 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2198 1176 49 3429 293 V/C Ratio(X) 0.65 0.65 0.51 0.22 0.74 Avail Cap(c_a), veh/h 2345 1240 130 3590 517 HCM Platoon Ratio 1.00 1.00 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 12.2 11.7 47.8 4.4 40.5 0.0 Incr Delay (d2), s/veh 1.3 2.4 2.9 0.1 3.7 0.0 Initial Q Delay(d3),s/veh 3.9 3.3 0.0 0.0 32.7 0.0 %ile BackOfQ(50%),veh/ln 12.2 12.8 0.6 1.3 9.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.3 17.4 50.7 4.5 77.0 0.0 LnGrp LOS B B D A E Approach Vol, veh/h 2199 763 218 A Approach Delay, s/veh 17.4 6.0 77.0 Approach LOS B A E Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 7.0 74.0 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 3.5 24.8 6.3 14.3 Green Ext Time (p_c), s 0.0 13.3 3.8 0.7 Intersection Summary HCM 6th Ctrl Delay 18.7 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 6: Grand Ave. & Dubuque Ave.04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 CNP AM CY Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 108 2129 906 41 54 38 Future Volume (vph) 108 2129 906 41 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 4561 1703 1524 Flt Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm)1736 4988 4561 1703 1524 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 109 2151 915 41 55 38 RTOR Reduction (vph)0020034 Lane Group Flow (vph) 109 2151 954 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 0.31 0.34 0.02 Uniform Delay, d1 43.1 3.1 6.8 42.2 41.0 Progression Factor 1.00 1.00 1.11 1.00 1.00 Incremental Delay, d2 4.9 0.5 0.3 0.4 0.0 Delay (s)48.0 3.6 7.8 42.7 41.0 Level of Service D A A D D Approach Delay (s)5.7 7.8 42.0 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 7.3 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 58.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 6th Signalized Intersection Summary 7: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 CNP AM CY Page 4 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 Signalized Intersection Capacity Analysis 8: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Poin04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 CNP AM CY Page 3 Movement EBU EBL EBT EBR WBL2 WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)1 318 1990 833 48 887 21 529 92 127 10 16 Future Volume (vph)1 318 1990 833 48 887 21 529 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 4787 1480 4233 3042 1558 1390 2749 Flt Permitted 0.95 1.00 0.95 1.00 0.95 0.97 1.00 0.99 Satd. Flow (perm)1752 4787 1480 4233 3042 1558 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) 1 321 2010 841 48 896 21 534 93 128 10 16 RTOR Reduction (vph)000001000101060 Lane Group Flow (vph) 0 322 2851 0 48 916 0 417 210 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 0.13 c0.00 v/s Ratio Perm 0.02 v/c Ratio 1.64 1.85 0.56 0.81 0.65 0.64 0.09 0.02 Uniform Delay, d1 56.5 43.2 58.3 43.6 45.8 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 311.1 386.2 4.4 4.4 1.7 3.0 0.1 0.0 Delay (s)367.6 429.3 62.7 47.9 47.5 48.7 40.4 60.2 Level of Service F F E D D D D E Approach Delay (s)423.0 48.7 46.6 60.2 Approach LOS F D D E Intersection Summary HCM 2000 Control Delay 386.8 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.60 Actuated Cycle Length (s) 127.2 Sum of lost time (s)21.1 Intersection Capacity Utilization 162.2% ICU Level of Service H Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 8: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Poin04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 CNP AM CY Page 4 Movement SBR2 NER NER2 Lane Configurations Traffic Volume (vph)36 1809 675 Future Volume (vph)36 1809 675 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 1827 682 RTOR Reduction (vph) 0 0 0 Lane Group Flow (vph) 0 1827 682 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 0.42 v/s Ratio Perm v/c Ratio 2.24 1.97 Uniform Delay, d1 49.9 49.9 Progression Factor 1.00 1.00 Incremental Delay, d2 564.0 444.8 Delay (s)613.9 494.7 Level of Service F F Approach Delay (s) Approach LOS Intersection Summary HCM 6th Signalized Intersection Summary 9: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 CNP AM CY Page 5 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 AWSC 1: Allerton Ave. & Forbes Blvd.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 CNP PM CY Page 1 Intersection Intersection Delay, s/veh 231.1 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 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles, %22 22 22 10 10 10 7 7 7 100 100 100 Mvmt Flow 8 256 37 105 934 13 321 0 113 4 12 39 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 21.7 386.1 27.9 17 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 321 113 264 37 105 947 56 Geometry Grp 7777776 Degree of Util (X) 0.72 0.216 0.575 0.074 0.225 1.895 0.153 Departure Headway (Hd)9.475 8.23 8.973 8.226 7.724 7.202 11.896 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 385 439 406 438 464 512 303 Service Time 7.175 5.93 6.673 5.926 5.481 4.958 9.896 HCM Lane V/C Ratio 0.834 0.257 0.65 0.084 0.226 1.85 0.185 HCM Control Delay 33.1 13.2 23.1 11.6 12.7 427.5 17 HCM Lane LOS D B C B B F C HCM 95th-tile Q 5.5 0.8 3.5 0.2 0.9 61.2 0.5 HCM Signalized Intersection Capacity Analysis 2: Eccles & Forbes 04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 CNP PM CY Page 1 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 Signalized Intersection Summary 3: Harbor Wy./Forbes Blvd. & E. Grand Ave.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 CNP PM CY Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 358 801 179 308 2346 14 302 60 35 43 448 545 Future Volume (veh/h) 358 801 179 308 2346 14 302 60 35 43 448 545 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 362 809 181 311 2370 13 305 61 5 43 453 287 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 372 1468 446 360 1597 9 315 629 275 462 485 704 Arrive On Green 0.24 0.65 0.65 0.10 0.31 0.31 0.19 0.19 0.19 0.27 0.27 0.27 Sat Flow, veh/h 3072 4540 1379 3428 5196 28 1682 3357 1466 1739 1826 2652 Grp Volume(v), veh/h 362 809 181 311 1539 844 305 61 5 43 453 287 Grp Sat Flow(s),veh/h/ln 1536 1513 1379 1714 1689 1848 1682 1678 1466 1739 1826 1326 Q Serve(g_s), s 17.5 14.7 9.4 13.4 46.1 46.1 27.0 2.3 0.4 2.8 36.3 13.4 Cycle Q Clear(g_c), s 17.5 14.7 9.4 13.4 46.1 46.1 27.0 2.3 0.4 2.8 36.3 13.4 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 372 1468 446 360 1038 568 315 629 275 462 485 704 V/C Ratio(X) 0.97 0.55 0.41 0.86 1.48 1.49 0.97 0.10 0.02 0.09 0.93 0.41 Avail Cap(c_a), veh/h 372 1468 446 446 1038 568 315 629 275 487 511 743 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.84 0.84 0.84 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.6 20.5 19.6 66.1 51.9 52.0 60.5 50.4 49.7 41.5 53.8 45.4 Incr Delay (d2), s/veh 35.7 1.3 2.3 11.8 222.6 227.9 41.6 0.0 0.0 0.0 23.3 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 7.8 4.1 2.8 6.5 51.5 57.2 15.1 1.0 0.2 1.2 19.8 4.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 92.3 21.8 21.9 77.9 274.6 279.8 102.1 50.5 49.7 41.5 77.1 45.5 LnGrp LOS F C C E F F F D D D E D Approach Vol, veh/h 1352 2694 371 783 Approach Delay, s/veh 40.7 253.5 92.9 63.6 Approach LOS D F F E Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 22.2 51.0 43.8 20.6 52.5 33.0 Change Period (Y+Rc), s 4.0 4.9 4.0 4.9 4.0 4.9 Max Green Setting (Gmax), s 16.0 46.1 42.0 19.5 42.6 28.1 Max Q Clear Time (g_c+I1), s 19.5 48.1 38.3 15.4 16.7 29.0 Green Ext Time (p_c), s 0.0 0.0 1.2 0.4 6.6 0.0 Intersection Summary HCM 6th Ctrl Delay 158.1 HCM 6th LOS F HCM 6th Signalized Intersection Summary 4: Gateway Blvd. & E. Grand Ave.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 CNP PM CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 165 800 191 722 1981 490 577 160 414 124 376 795 Future Volume (veh/h) 165 800 191 722 1981 490 577 160 414 124 376 795 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 167 808 44 729 2001 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 0.25 0.65 0.65 0.19 0.23 0.00 0.09 0.14 0.00 Sat Flow, veh/h 1640 4701 1440 3456 4125 915 1682 1767 1497 1767 3526 1572 Grp Volume(v), veh/h 167 808 44 729 1633 835 583 162 0 125 380 0 Grp Sat Flow(s),veh/h/ln 1640 1567 1440 1728 1702 1636 1682 1767 1497 1767 1763 1572 Q Serve(g_s), s 13.2 17.8 1.5 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 17.8 1.5 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 0.05 1.67 1.47 1.44 1.86 0.25 0.76 0.65 Avail Cap(c_a), veh/h 363 2013 616 438 1114 535 314 625 224 1044 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)0.95 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 27.9 12.8 16.2 56.0 25.9 25.9 61.0 33.3 0.0 66.4 60.8 0.0 Incr Delay (d2), s/veh 0.1 0.2 0.1 300.4 210.0 199.8 397.4 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 4.0 0.6 25.7 57.7 57.9 46.6 4.2 0.0 5.0 14.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.0 13.0 16.3 356.4 309.2 296.2 458.4 33.3 0.0 72.7 121.6 0.0 LnGrp LOS C B B FFFFC EF Approach Vol, veh/h 1019 3197 745 A 505 A Approach Delay, s/veh 15.6 316.5 366.0 109.4 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 19.8 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 248.0 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 5: E. Grand Ave. & Grand Ave.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 CNP PM CY Page 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 836 141 12 3341 422 320 Future Volume (veh/h) 836 141 12 3341 422 320 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 844 125 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 2185 321 30 2583 489 Arrive On Green 1.00 1.00 0.02 0.64 0.28 0.00 Sat Flow, veh/h 4414 626 1767 5233 1697 2657 Grp Volume(v), veh/h 642 327 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 969 3387 426 A Approach Delay, s/veh 2.3 162.2 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 Signalized Intersection Capacity Analysis 6: Grand Ave. & Dubuque Ave.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 CNP PM CY Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph)66 947 3647 116 30 75 Future Volume (vph)66 947 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) 67 957 3684 117 30 76 RTOR Reduction (vph)0020069 Lane Group Flow (vph) 67 957 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 508.0 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 6th Signalized Intersection Summary 7: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 CNP PM CY Page 4 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 Signalized Intersection Capacity Analysis 8: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Poin04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 CNP PM CY Page 3 Movement EBU EBL EBT EBR WBL2 WBT WBR NBU NBL NBT NBR SBL Lane Configurations Traffic Volume (vph)4 49 755 262 152 3170 19 2 1677 32 80 8 Future Volume (vph)4 49 755 262 152 3170 19 2 1677 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 4397 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 4397 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 49 763 265 154 3202 19 2 1694 32 81 8 RTOR Reduction (vph)0000010000610 Lane Group Flow (vph) 0 53 1028 0 154 3220 0 0 1154 574 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 35.5 13.5 41.2 34.0 34.0 34.0 Effective Green, g (s)7.8 35.5 13.5 41.2 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 1146 175 1536 796 400 368 v/s Ratio Prot 0.03 0.23 c0.09 c0.63 c0.36 0.36 v/s Ratio Perm 0.01 v/c Ratio 0.58 0.90 0.88 2.10 1.45 1.44 0.05 Uniform Delay, d1 62.6 48.6 60.6 47.5 51.1 51.1 38.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.0 9.4 35.6 495.7 209.4 209.6 0.0 Delay (s)68.6 58.0 96.2 543.2 260.5 260.7 38.9 Level of Service E E F F F F D Approach Delay (s)58.5 522.8 250.7 Approach LOS E F F Intersection Summary HCM 2000 Control Delay 318.8 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.45 Actuated Cycle Length (s) 136.2 Sum of lost time (s)21.1 Intersection Capacity Utilization 140.7% 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 8: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Poin04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 CNP PM CY Page 4 Movement SBT SBR2 NER NER2 Lane Configurations Traffic Volume (vph)27 431 443 187 Future Volume (vph)27 431 443 187 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) 27 435 447 189 RTOR Reduction (vph) 372 0 0 0 Lane Group Flow (vph) 98 0 447 189 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 c0.13 0.13 v/s Ratio Perm v/c Ratio 0.92dr 0.77 0.77 Uniform Delay, d1 61.6 53.9 53.9 Progression Factor 1.00 1.00 1.00 Incremental Delay, d2 1.0 5.9 12.2 Delay (s)62.6 59.8 66.0 Level of Service E E E Approach Delay (s) 62.6 Approach LOS E Intersection Summary HCM 6th Signalized Intersection Summary 9: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 CNP PM CY Page 5 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 AWSC 1: Allerton Ave. & Forbes Blvd.04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 CPP AM CY Page 1 Intersection Intersection Delay, s/veh 171.7 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 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles, %4 4 4 10 10 10 16 16 16 50 50 50 Mvmt Flow 21 920 146 213 268 10 64 16 136 9 7 25 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 279 16.8 13.8 13.9 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 80 136 941 146 213 278 41 Geometry Grp 7777776 Degree of Util (X) 0.183 0.27 1.659 0.229 0.421 0.508 0.099 Departure Headway (Hd)9.225 8.086 6.345 5.622 7.817 7.277 9.824 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 392 447 574 639 465 500 367 Service Time 6.925 5.786 4.076 3.353 5.517 4.977 7.824 HCM Lane V/C Ratio 0.204 0.304 1.639 0.228 0.458 0.556 0.112 HCM Control Delay 14 13.7 320.9 10 16.1 17.3 13.9 HCM Lane LOS B B F A C C B HCM 95th-tile Q 0.7 1.1 53.1 0.9 2.1 2.8 0.3 HCM Signalized Intersection Capacity Analysis 2: Eccles & Forbes 04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 CPP AM CY Page 1 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 Signalized Intersection Summary 3: Harbor Wy./Forbes Blvd. & E. Grand Ave.04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 CPP AM CY Page 1 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 4: Gateway Blvd. & E. Grand Ave.04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 CPP AM CY Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 172 2325 287 531 546 104 125 167 738 265 181 98 Future Volume (veh/h) 172 2325 287 531 546 104 125 167 738 265 181 98 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 88 126 169 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 304 155 205 179 440 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 204 536 421 219 126 169 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 11.1 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 11.1 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 756 155 205 179 440 V/C Ratio(X)0.81 0.84 0.24 1.78 0.28 0.29 0.81 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 66.8 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 13.8 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 5.3 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 80.6 67.9 0.0 316.1 60.1 0.0 LnGrp LOS F C B F C C F E F E Approach Vol, veh/h 2726 1176 295 A 451 A Approach Delay, s/veh 32.4 207.3 73.3 212.2 Approach LOS C F E F Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.0 88.5 17.9 24.5 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 13.1 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 96.7 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 5: E. Grand Ave. & Grand Ave.04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 CPP AM CY Page 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2062 133 25 744 216 722 Future Volume (veh/h) 2062 133 25 744 216 722 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 25 752 218 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 3198 169 49 3427 293 Arrive On Green 0.23 0.23 0.03 0.77 0.15 0.00 Sat Flow, veh/h 4992 295 1626 4815 1725 2701 Grp Volume(v), veh/h 1441 770 25 752 218 0 Grp Sat Flow(s),veh/h/ln 1675 1771 1626 1554 1725 1351 Q Serve(g_s), s 38.6 39.0 1.5 4.4 12.3 0.0 Cycle Q Clear(g_c), s 38.6 39.0 1.5 4.4 12.3 0.0 Prop In Lane 0.17 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2195 1175 49 3427 293 V/C Ratio(X) 0.66 0.65 0.51 0.22 0.74 Avail Cap(c_a), veh/h 2345 1240 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 0.94 0.94 1.00 0.00 Uniform Delay (d), s/veh 30.7 30.3 47.8 4.4 40.5 0.0 Incr Delay (d2), s/veh 1.3 2.4 2.9 0.1 3.7 0.0 Initial Q Delay(d3),s/veh 3.9 3.4 0.0 0.0 32.7 0.0 %ile BackOfQ(50%),veh/ln 21.0 22.4 0.6 1.4 9.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.0 36.2 50.7 4.6 77.0 0.0 LnGrp LOS D D D A E Approach Vol, veh/h 2211 777 218 A Approach Delay, s/veh 36.0 6.0 77.0 Approach LOS D A E Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 7.0 74.0 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 3.5 41.0 6.4 14.3 Green Ext Time (p_c), s 0.0 6.6 3.9 0.7 Intersection Summary HCM 6th Ctrl Delay 31.5 HCM 6th LOS C Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. HCM Signalized Intersection Capacity Analysis 6: Grand Ave. & Dubuque Ave.04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 CPP AM CY Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 108 2141 918 42 54 38 Future Volume (vph) 108 2141 918 42 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 927 42 55 38 RTOR Reduction (vph)0020034 Lane Group Flow (vph) 109 2163 967 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 6.8 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 6th Signalized Intersection Summary 7: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 CPP AM CY Page 4 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 Signalized Intersection Capacity Analysis 8: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Poin04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 CPP AM 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 8: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Poin04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 CPP AM 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 6th Signalized Intersection Summary 9: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.04/06/2020 Synchro 10 ReportForbes Blvd 8:00 am 11/15/2019 CPP AM CY Page 5 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 AWSC 1: Allerton Ave. & Forbes Blvd.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 CPP PM CY Page 1 Intersection Intersection Delay, s/veh 233.3 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 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles, %22 22 22 10 10 10 7 7 7 100 100 100 Mvmt Flow 8 260 43 105 937 13 322 0 113 4 12 39 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 21.9 391.5 28.2 17.1 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 322 113 268 43 105 951 56 Geometry Grp 7777776 Degree of Util (X) 0.724 0.217 0.585 0.086 0.226 1.908 0.154 Departure Headway (Hd)9.508 8.262 8.999 8.252 7.749 7.227 11.964 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 383 438 404 437 462 504 302 Service Time 7.208 5.962 6.699 5.952 5.512 4.989 9.964 HCM Lane V/C Ratio 0.841 0.258 0.663 0.098 0.227 1.887 0.185 HCM Control Delay 33.5 13.2 23.6 11.7 12.8 433.4 17.1 HCM Lane LOS D B C B B F C HCM 95th-tile Q 5.5 0.8 3.6 0.3 0.9 61.8 0.5 HCM Signalized Intersection Capacity Analysis 2: Eccles & Forbes 04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 CPP PM CY Page 1 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 HCM 6th Signalized Intersection Summary 3: Harbor Wy./Forbes Blvd. & E. Grand Ave.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 CPP PM CY Page 1 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 4: Gateway Blvd. & E. Grand Ave.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 CPP PM CY Page 2 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 5: E. Grand Ave. & Grand Ave.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 CPP PM CY Page 3 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 Signalized Intersection Capacity Analysis 6: Grand Ave. & Dubuque Ave.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 CPP PM 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 6th Signalized Intersection Summary 7: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 CPP PM CY Page 4 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 Signalized Intersection Capacity Analysis 8: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Poin04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 CPP PM 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 8: 101 SB/Oyster Pt. Blvd. Off Ramp & Gateway Blvd./Future 101 NB Ramp/Gateway Blvd. & Oyster Poin04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 CPP PM 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 6th Signalized Intersection Summary 9: Produce Ave./Airport Blvd. & San Mateo Ave./So. Airport Blvd.04/06/2020 Synchro 10 ReportForbes Blvd 4:00 pm 11/15/2019 CPP PM CY Page 5 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. 499 Forbes Boulevard Transportation Impact Analysis May 14, 2020 Appendix E: Traffic Volume Data Location:Driveway 7, E/O Oyster Point Blvd Date Range:11/13/2019 - 11/19/2019 Site Code:07 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 10 11 ------------------1 10 11 1:00 AM 1 3 4 ------------------1 3 4 2:00 AM 1 0 1 ------------------1 0 1 3:00 AM 3 0 3 ------------------3 0 3 4:00 AM 16 2 18 ------------------16 2 18 5:00 AM 29 4 33 ------------------29 4 33 6:00 AM 60 9 69 ------------------60 9 69 7:00 AM 139 20 159 ------------------139 20 159 8:00 AM 270 30 300 ------------------270 30 300 9:00 AM 210 43 253 ------------------210 43 253 10:00 AM 105 35 140 ------------------105 35 140 11:00 AM 85 86 171 ------------------85 86 171 12:00 PM 107 105 212 ------------------107 105 212 1:00 PM 84 97 181 ------------------84 97 181 2:00 PM 47 94 141 ------------------47 94 141 3:00 PM 36 137 173 ------------------36 137 173 4:00 PM 37 214 251 ------------------37 214 251 5:00 PM 29 207 236 ------------------29 207 236 6:00 PM 7 118 125 ------------------7 118 125 7:00 PM 9 43 52 ------------------9 43 52 8:00 PM 11 24 35 ------------------11 24 35 9:00 PM 6 6 12 ------------------6 6 12 10:00 PM 6 9 15 ------------------6 9 15 11:00 PM 3 3 6 ------------------3 3 6 Total 1,302 1,299 2,601 ------------------1,302 1,299 2,601 Percent 50%50%-------------------50%50%- AM Peak 08:00 11:00 08:00 ------------------08:00 11:00 08:00 Vol.270 86 300 ------------------270 86 300 PM Peak 12:00 16:00 16:00 ------------------12:00 16:00 16:00 Vol.107 214 251 ------------------107 214 251 1. Mid-week average includes data between Tuesday and Thursday. 11/19/201911/18/201911/17/201911/16/2019 Wednesday Thursday Friday 11/14/201911/13/2019 Mid-Week Average11/15/2019 Saturday Sunday Monday Tuesday 1 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 23 28 25 28 38 21 26 15 204 1004401105600 0 105 Peak Hr 31 67 0 4 102 9 0 1 0 1 18 99 0Count Total 58 117 0 12 187 16 0 0 330003128:45 AM 8 14 0 2 24 1 3 14 0 0 12 12 8:30 AM 7 20 0 1 28 2 0 0 0 0 0 9 0 0 0 17 8:15 AM 8 19 0 1 28 0 0 0 0 0 4 21 0 0 0 18 8:00 AM 8 14 0 0 22 4 3 0 0 0 3 10 0 0 13 18 7:30 AM 7 13 0 2 22 2 0 0 0 0 3 10 0 0 0 17 0 EB WB NB SB Total East 7:45 AM 8 12 0 5 25 0 2 12 ---HV%50%5%3%-- 0 12 7:15 AM 8 12 0 1 21 2 1 0 0 0 0 11 0 West North South 7:00 AM 4 13 0 0 0 0 0 0 54 0000473380 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total --6%-5%7%-13%11% Peak Hour All 2 37 833 64 0 0 0 0 0 0 3 0 1 102 06340000 19 1,456 0 HV 1 2 28 0 0 Count Total 5 73 1,524 0 0 0 849 87 0 42 2,644 0 382 1,456000140300102800 14 0 5 328 1,432 8:45 AM 1 11 243 0 10 0 0 0 0 0 393 1,409 8:30 AM 0 1 192 0 0 0 106 0 0 0 10 0 600138900 16 0 5 353 1,297 8:15 AM 1 17 212 0 11 0 0 0 0 0 358 1,188 8:00 AM 0 8 186 0 0 0 127 0 0 0 9 0 900101500 7 0 5 305 0 7:45 AM 1 10 223 0 6 0 0 0 0 0 281 0 7:30 AM 0 7 168 0 0 0 112 0 0 0 9 0 50083800 8 0 4 244 0 7:15 AM 2 10 164 0 7 0 0 0 0 07:00 AM 0 9 136 0 0 0 80 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start E Grand Overcrossing E Grand Overcrossing n/a Dubuque Ave 15-min TotalUTLTTHRT SB 5.5%0.87 TOTAL 7.0%0.93 TH RTUTLTTHRTUTLT WB 13.1%0.87 NB -- Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 3.6%0.85 Date: 07-24-2019 Peak Hour Count Period: 7:00 AM 9:00 AM 8 1 010 0 0 440 56N Dubuque Ave E Grand Overcrossing E Grand OvercrossingDubuque AveE Grand Overcrossing 1,456TEV: 0.93PHF:19547375038 473 511 887 0 833 37872 494 2 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 10 0000010Peak Hour 1 8 0 0 0 0 1 0 0 18 0Count Total 4 12 0 0 1 0 0 0 10000003 3 10 8:45 AM 0 3 0 0 0 0 0 0 0 0 1 0 0 0 0 9 8:30 AM 0 2 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 4 12 8 8:00 AM 1 3 0 0 0 0 0 0 0 0 0 0 0 3 2 0 7:45 AM 1 2 0 0 0 0 0 0 0 0 0 0 0 0 3 0 7:30 AM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 2 0 0 0 1 0 0 0 0 0 0 TH RT LT TH RT 7:00 AM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 102 0 Interval Start E Grand Overcrossing E Grand Overcrossing n/a Dubuque Ave 15-min Total Rolling One HourEastbound 0 0 0 3 0 10063400 6 0 6 187 0 Peak Hour 1 2 28 0 9 0 0 0 0 0Count Total 1 4 53 0 0 0 108 24 1020001010014000 1 0 0 28 103 8:45 AM 0 0 8 0 2 0 0 0 0 0 28 97 8:30 AM 0 0 7 0 0 0 18 0 0 0 1 0 00018100 0 0 0 22 90 8:15 AM 1 1 6 0 1 0 0 0 0 0 25 85 8:00 AM 0 1 7 0 0 0 13 0 0 0 1 0 40011100 1 0 1 22 0 7:45 AM 0 0 8 0 1 0 0 0 0 0 21 0 7:30 AM 0 1 6 0 0 0 12 0 0 0 1 0 00011100 0 0 0 17 0 7:15 AM 0 1 7 0 2 0 0 0 0 0 TH RT 7:00 AM 0 0 4 0 0 0 11 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start E Grand Overcrossing E Grand Overcrossing n/a Dubuque Ave 15-min Total Rolling One HourEastboundWestbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 12 16 43 40 46 29 20 32 238 1277502225101 4 146 Peak Hr 19 37 0 2 58 3 17 32 0 4 41 87 1Count Total 41 65 0 5 111 5 0 0 2026008125:45 PM 3 6 0 0 9 0 0 7 0 1 12 16 5:30 PM 4 8 0 1 13 0 0 0 0 0 3 13 0 0 0 27 5:15 PM 5 9 0 0 14 0 3 8 0 2 11 19 0 0 0 23 5:00 PM 7 14 0 1 22 1 1 7 0 2 10 17 0 1 30 10 4:30 PM 8 8 0 2 18 0 5 0 0 0 3 4 0 2 1 13 0 EB WB NB SB Total East 4:45 PM 4 9 0 0 13 0 5 12 ---HV%25%5%7%-- 0 8 4:15 PM 3 6 0 0 9 1 2 1 0 0 1 3 1 West North South 4:00 PM 7 5 0 0 0 0 0 0 28 00001,473 114 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total --7%-0%3%-2%1% Peak Hour All 8 66 204 201 0 0 0 0 0 0 2 0 0 58 03610000 60 1,953 0 HV 2 3 14 0 0 Count Total 17 111 401 0 0 0 2,839 57 0 111 3,737 0 476 1,95300011019003471900 5 0 11 497 1,939 5:45 PM 3 18 59 0 33 0 0 0 0 0 488 1,912 5:30 PM 3 9 52 0 0 0 384 0 0 0 5 0 10003863200 7 0 20 492 1,831 5:15 PM 0 19 36 0 30 0 0 0 0 0 462 1,784 5:00 PM 2 20 57 0 0 0 356 0 0 0 9 0 16003612100 7 0 15 470 0 4:45 PM 1 11 43 0 23 0 0 0 0 0 407 0 4:30 PM 2 9 51 0 0 0 363 0 0 0 5 0 10003091900 8 0 10 445 0 4:15 PM 3 18 43 0 24 0 0 0 0 04:00 PM 3 7 60 0 0 0 333 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start E Grand Overcrossing E Grand Overcrossing n/a Dubuque Ave 15-min TotalUTLTTHRT SB 2.3%0.73 TOTAL 3.0%0.98 TH RTUTLTTHRTUTLT WB 2.3%0.95 NB -- Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 6.8%0.87 Date: 07-24-2019 Peak Hour Count Period: 4:00 PM 6:00 PM 3 0 0211 6 1 750 51N Dubuque Ave E Grand Overcrossing E Grand OvercrossingDubuque AveE Grand Overcrossing 1,953TEV: 0.98PHF:6028881800114 1,473 1,587 232 0 204 66278 1,541 8 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 22 01100020Peak Hour 0 3 0 0 6 0 2 0 2 41 0Count Total 0 5 0 0 11 21 0 0 22000008 0 24 5:45 PM 0 2 0 0 2 4 0 0 0 0 0 0 0 0 3 29 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 3 0 2 0 0 11 29 19 5:00 PM 0 1 0 0 1 7 0 0 0 0 0 0 2 10 5 0 4:45 PM 0 1 0 0 1 6 0 0 0 0 0 0 0 0 3 0 4:30 PM 0 0 0 0 2 3 1 0 0 0 0 0 0 0 1 0 4:15 PM 0 1 0 0 1 1 0 0 0 0 0 TH RT LT TH RT 4:00 PM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 58 0 Interval Start E Grand Overcrossing E Grand Overcrossing n/a Dubuque Ave 15-min Total Rolling One HourEastbound 0 0 0 2 0 00036100 5 0 0 111 0 Peak Hour 2 3 14 0 2 0 0 0 0 0Count Total 2 7 32 0 0 0 63 9 58000000005100 1 0 0 13 62 5:45 PM 0 1 2 0 0 0 0 0 0 0 14 67 5:30 PM 0 0 4 0 0 0 8 0 0 0 0 0 0009000 1 0 0 22 62 5:15 PM 0 1 4 0 0 0 0 0 0 0 13 53 5:00 PM 2 1 4 0 0 0 14 0 0 0 0 0 0009000 2 0 0 18 0 4:45 PM 0 1 3 0 0 0 0 0 0 0 9 0 4:30 PM 0 2 6 0 0 0 8 0 0 0 0 0 0006000 1 0 0 13 0 4:15 PM 0 1 2 0 1 0 0 0 0 0 TH RT 4:00 PM 0 0 7 0 0 0 4 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start E Grand Overcrossing E Grand Overcrossing n/a Dubuque Ave 15-min Total Rolling One HourEastboundWestbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 13 10 31 22 15 23 20 19 153 91 WB 13.3%0.89 NB 6.1%0.93 Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB 3.8%0.88 Date: 07-24-2019 Peak Hour Count Period: 7:00 AM 9:00 AM UT LT TH RT Interval Start E Grand Overcrossing E Grand Overcrossing E Grand Ave n/a 15-min TotalUTLTTHRT SB -- TOTAL 6.6%0.92 TH RT 7:00 AM 0 0 128 9 0 2 65 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound 0 0 65 0 0 35 0 0 0 393 0 7:15 AM 0 0 167 13 0 0 21 0 168 0 0 0 0 450 0 7:45 AM 0 0 220 15 0 0 28 0 166 0 421 0 7:30 AM 0 0 155 11 0 4 86 0 141 0 0 0 0 479 1,743 8:00 AM 0 0 187 16 1 1 106 0 134 0 0 0 001810028 0 4 106 0 0 37 0 0 0 518 1,868 8:15 AM 0 0 213 8 0 0 36 0 171 0 0 0 0 447 1,980 8:45 AM 0 0 242 15 0 0 26 0 125 0 536 1,983 8:30 AM 1 0 192 7 4 4 88 0 168 0 0 0 0 457 1,958075000014990021 Count Total 1 0 1,504 94 6 20 696 0 0 0 3,701 0 Peak Hour All 0 0 775 0 0 232 0 1,148 0 0 0 0 0 130 050008039 0 1,983 0 HV 0 0 24 7 0 2 129 0 639 0 0 05011037900 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 6%----7%20%13%--6%-HV%--3%14%0% 9 4 7:15 AM 8 12 12 0 32 0 1 0 0 0 2 0 0 West North South 7:00 AM 2 9 16 0 27 2 EB WB NB SB Total East 7:45 AM 9 13 13 0 35 0 4 2 0 22 7 4 7:30 AM 8 12 10 0 30 4 0 0 0 0 1 2 0 4 12 2 8:15 AM 7 12 13 0 32 2 0 1 0 0 8 1 0 0 8 12 8:00 AM 7 15 11 0 33 7 2 0 0 0 2 2 8:45 AM 10 13 0 0 23 0 0 0 0 17 3 5 8:30 AM 8 20 13 0 41 0 0 0 0 0 2 0 0 18 0 13 6400040 103 43 Peak Hr 31 52 47 0 130 15 1 2 0 0 23 7 0Count Total 59 106 88 0 253 21 2600165060 N 0 15 001 0 60 260 5E Grand Ave E Grand Overcrossing E Grand Overcrossing E Grand AveE Grand Overcrossing 1,983TEV: 0.92PHF: 379 10 390 1,4151 63912976860050 775825 508 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. Northbound Southbound UT LT TH RT UT LT TH RT Interval Start E Grand Overcrossing E Grand Overcrossing E Grand Ave n/a 15-min Total Rolling One HourEastboundWestbound 0 0 0 27 0 7:15 AM 0 0 7 1 0 0 2 0 14 0 TH RT 7:00 AM 0 0 1 1 0 0 9 UT LT TH RT UT LT 32 0 7:30 AM 0 0 5 3 0 1 11 0 11 0 0 0 00012001 0 0 13 0 0 2 0 0 0 30 0 7:45 AM 0 0 8 1 0 0 1 0 9 0 0 0 0 33 130 8:15 AM 0 0 7 0 0 0 2 0 9 0 35 124 8:00 AM 0 0 4 3 0 1 14 0 11 0 0 0 0 32 130 8:30 AM 0 0 7 1 0 1 19 0 10 0 0 0 00012003 0 0 13 0 0 0 0 0 0 41 141 8:45 AM 0 0 9 1 0 0 1 0 12 0 23 129000000 0 0 0 253 0 Peak Hour 0 0 24 7 0 0 12 0 76 0Count Total 0 0 48 11 0 3 103 Westbound Northbound Southbound LT TH RT LT TH RT LT 130 0 Interval Start E Grand Overcrossing E Grand Overcrossing E Grand Ave n/a 15-min Total Rolling One HourEastbound 0 39 0 0 0 00250008 0 0 2 0 7:15 AM 0 0 0 0 1 0 0 0 0 0 0 TH RT LT TH RT 7:00 AM 0 2 0 0 4 0 7:45 AM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 1 0 7:30 AM 0 4 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 2 0 0 0 0 0 0 0 8 15 9 8:00 AM 0 7 0 0 1 0 0 0 0 0 0 0 0 2 0 12 8:45 AM 0 4 0 0 0 0 0 0 0 0 0 0 0 0 2 16 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 14000004 Count Total 0 21 0 0 2 0 0 0 0 16 0000000Peak Hour 0 15 0 0 1 0 0 0 0 23 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 7 16 24 25 31 15 23 10 151 94 WB 2.7%0.94 NB 8.2%0.89 Peak Hour: 4:45 PM 5:45 PM HV %:PHF EB 7.9%0.87 Date: 07-24-2019 Peak Hour Count Period: 4:00 PM 6:00 PM UT LT TH RT Interval Start E Grand Overcrossing E Grand Overcrossing E Grand Ave n/a 15-min TotalUTLTTHRT SB -- TOTAL 4.5%0.99 TH RT 4:00 PM 0 0 56 10 0 0 287 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound 1 1 281 0 0 47 0 0 0 478 0 4:15 PM 0 0 41 7 0 0 77 0 48 0 0 0 0 500 0 4:45 PM 0 0 47 8 0 0 68 0 45 0 450 0 4:30 PM 0 0 53 5 0 3 326 0 72 0 0 0 0 497 1,925 5:00 PM 0 0 56 6 1 2 323 0 62 0 0 0 0023160062 1 1 363 0 0 60 0 0 0 515 1,962 5:15 PM 0 0 37 4 0 0 67 0 60 0 0 0 0 515 2,040 5:45 PM 0 0 62 7 0 0 42 0 50 0 513 2,025 5:30 PM 0 0 49 8 0 4 362 0 47 0 0 0 0 427 1,9700360000132530065 Count Total 0 0 401 55 4 16 2,511 0 0 0 3,895 0 Peak Hour All 0 0 189 0 0 488 0 420 0 0 0 0 0 91 036003034 0 2,040 0 HV 0 0 14 3 0 1 231 0 219 0 0 026291,364 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 16%----4%11%3%--1%-HV%--7%12%0% 2 5 4:15 PM 2 6 11 0 19 1 3 0 0 0 0 0 0 West North South 4:00 PM 7 4 10 0 21 0 EB WB NB SB Total East 4:45 PM 3 12 12 0 27 0 5 1 0 17 6 6 4:30 PM 8 8 4 0 20 0 5 0 1 0 5 3 0 7 21 6 5:15 PM 4 8 8 0 20 0 2 7 0 0 9 4 0 0 18 6 5:00 PM 5 11 11 0 27 2 0 9 0 0 9 1 5:45 PM 2 5 3 0 10 0 4 1 0 17 5 7 5:30 PM 5 6 6 0 17 0 4 0 0 0 2 2 1 5 0 6 4030030 93 45 Peak Hr 17 37 37 0 91 2 22 33 1 0 37 12 1Count Total 36 60 65 0 161 3 2400248161 N 0 2 0022 0 61 241 8E Grand Ave E Grand Overcrossing E Grand Overcrossing E Grand AveE Grand Overcrossing 2,040TEV: 0.99PHF: 1,364 9 1,375 4102 21923145035026 189215 1,595 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. Northbound Southbound UT LT TH RT UT LT TH RT Interval Start E Grand Overcrossing E Grand Overcrossing E Grand Ave n/a 15-min Total Rolling One HourEastboundWestbound 0 0 0 21 0 4:15 PM 0 0 2 0 0 0 2 0 8 0 TH RT 4:00 PM 0 0 5 2 0 0 4 UT LT TH RT UT LT 19 0 4:30 PM 0 0 7 1 0 1 7 0 10 0 0 0 0006001 0 1 11 0 0 1 0 0 0 20 0 4:45 PM 0 0 3 0 0 0 0 0 4 0 0 0 0 27 93 5:15 PM 0 0 2 2 0 0 2 0 9 0 27 87 5:00 PM 0 0 4 1 0 0 11 0 11 0 0 0 0 20 94 5:30 PM 0 0 5 0 0 0 6 0 8 0 0 0 0008000 0 1 4 0 0 1 0 0 0 17 91 5:45 PM 0 0 2 0 0 0 0 0 6 0 10 74020000 0 0 0 161 0 Peak Hour 0 0 14 3 0 0 7 0 58 0Count Total 0 0 30 6 0 3 57 Westbound Northbound Southbound LT TH RT LT TH RT LT 91 0 Interval Start E Grand Overcrossing E Grand Overcrossing E Grand Ave n/a 15-min Total Rolling One HourEastbound 0 34 0 0 0 00136003 0 0 0 0 4:15 PM 0 1 0 0 3 0 0 0 0 0 0 TH RT LT TH RT 4:00 PM 0 0 0 0 5 0 4:45 PM 0 0 0 0 9 0 0 0 0 0 0 0 0 0 5 0 4:30 PM 0 0 0 0 5 0 0 0 0 1 0 0 5:15 PM 0 0 0 0 2 0 0 0 0 9 28 19 5:00 PM 0 2 0 0 7 0 0 0 0 0 0 0 0 9 4 24 5:45 PM 0 0 0 0 3 0 0 0 0 0 0 0 0 0 2 25 5:30 PM 0 0 0 0 4 0 0 0 0 0 0 0 18000003 Count Total 0 3 0 0 33 0 0 0 0 24 0000000Peak Hour 0 2 0 0 22 1 0 0 0 37 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 5 10 21 6 7 27 15 13 104 621855343437 65 28 Peak Hour 60 92 48 36 236 24 0 1 10 18 65 6 5Count Total 125 179 105 83 492 36 1 7 57002908:45 AM 9 23 14 8 54 0 9 0 1 9 5 6 8:30 AM 19 22 17 11 69 7 0 2 0 1 6 2 2 17 4 2 8:15 AM 20 21 6 8 55 5 0 0 3 2 10 1 0 1 2 3 8:00 AM 12 26 11 9 58 5 2 0 2 0 4 0 0 17 4 2 7:30 AM 16 22 13 11 62 6 0 1 1 1 4 3 0 5 9 63 3 EB WB NB SB Total East 7:45 AM 17 22 12 15 66 2 9 0 -14%9%HV%0%4%4%19%25% 4 1 7:15 AM 17 23 13 12 65 1 1 0 1 10 14 0 0 West North South 7:00 AM 15 20 19 21 42 151 304 1 192 1186481052931040 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 9%0%12%8%3%9%20%17%17% Peak Hour All 6 138 1,157 206 1 102 266 525 2 0 23 10 3 236 05118061428 87 2,770 0 HV 0 5 43 12 2 Count Total 11 262 2,191 143 13 186 497 364 202 121 5,092 0 666 2,770528004923123317420015 39 29 14 664 2,753 8:45 AM 2 35 259 11 29 0 6 36 86 0 713 2,707 8:30 AM 3 37 265 12 2 29 77 27 73 0 54 25 282197128012 50 41 33 727 2,549 8:15 AM 0 33 325 16 27 0 9 36 65 1 649 2,322 8:00 AM 1 33 308 25 1 26 71 31 76 0 54 17 120195424013 48 25 10 618 0 7:45 AM 1 39 285 24 36 1 21 33 53 0 555 0 7:30 AM 2 39 250 18 1 22 59 31 54 0 39 19 63204623012 31 23 6 500 0 7:15 AM 1 22 260 19 19 0 14 20 38 17:00 AM 1 24 239 18 1 20 45 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start E Grand Ave E Grand Ave Gateway Blvd Gateway Blvd 15-min TotalUTLTTHRT Date: 07-24-2019 Peak Hour Count Period: 7:00 AM 9:00 AM SB 9.0%0.80 TOTAL 8.5%0.95 TH RT WB 18.0%0.93 NB 9.7%0.85 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 4.4%0.91 0 21 3 0322300 0 0 37 184 3N Gateway Blvd E Grand Ave E Grand Ave Gateway BlvdE Grand Ave Gateway Blvd2,770TEV: 0.95PHF:871181923983941104 293 105 510 1,6618 30415142497287064 1,157 138 1,365 428 6 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 2 0 0 0 0 0 2 0 0 0 0 0 0 0 0213 0 0 0 3294 0 1 0 0120 0 0 1 10 5 THLT 010001000 1 50 1 0 0 0 0 0 1 0 0 THLT 34223003 65 00082 0 0 2 0 Peak Hour 2 16Count Total 0 3490002500 9 29 8:45 AM 0 1 1 0 29 8:30 AM 6001000 10 27 8:15 AM 0 2 1 0 5 0 1 6 0 0 0 0 31 8:00 AM 4002 9 0 7:45 AM 0 1 0 0 0 7:30 AM 40010017:15 AM 0 0 0 0 0 0 14 07:00 AM RT 236 0 Interval Start E Grand Ave E Grand Ave Gateway Blvd Gateway Blvd 15-min Total Rolling One Hour 14 28 0 23 10 3221511806 RTTHLT RTTHLTRT 58 21 4 492 0 Peak Hour 0 5 43 12 49 0 20 29 56 0Count Total 0 12 93 20 4 43 83 54 2365805211712301 6 4 1 69 248 8:45 AM 0 0 7 2 2 0 2 3 12 0 55 241 8:30 AM 0 2 14 3 0 4 16 3 2 0 5 3 01411501 7 1 1 58 251 8:15 AM 0 3 15 2 8 0 2 3 6 0 66 256 8:00 AM 0 0 7 5 0 6 12 3 6 0 11 3 1058903 10 1 0 62 0 7:45 AM 0 2 14 1 10 0 6 2 5 0 65 0 7:30 AM 0 3 9 4 1 5 6 5 5 0 9 3 0179603 5 4 0 63 0 7:15 AM 0 0 16 1 6 0 2 5 12 0 TH RT 7:00 AM 0 2 11 2 0 5 9 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start E Grand Ave E Grand Ave Gateway Blvd Gateway Blvd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 6 9 25 21 22 6 23 15 127 721947306443 69 35 Peak Hour 48 37 23 18 126 2 17 29 4 11 48 14 9Count Total 89 73 45 45 252 4 2 6 61401615:45 PM 4 7 4 3 18 1 4 1 0 17 5 3 5:30 PM 12 5 3 6 26 0 2 1 0 2 5 0 0 3 9 6 5:15 PM 9 10 5 5 29 0 3 5 1 3 11 4 3 1 14 5 5:00 PM 13 12 5 4 34 2 0 7 2 1 10 1 1 17 3 4 4:30 PM 10 12 6 8 36 0 3 0 0 1 6 3 0 2 6 37 0 EB WB NB SB Total East 4:45 PM 14 10 10 3 37 1 4 4 -9%7%HV%0%4%16%8%0% 1 3 4:15 PM 12 7 6 10 35 1 4 1 0 1 2 0 2 West North South 4:00 PM 15 10 6 6 75 122 65 0 53 2897233481,128 177 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 12%-19%2%1%4%2%2%2% Peak Hour All 8 89 238 343 1 148 240 139 2 0 10 6 2 126 02740788 181 2,848 0 HV 0 4 38 6 0 Count Total 16 166 479 155 6 703 2,077 125 543 316 5,459 0 580 2,7554416111513226820931017 10 81 47 736 2,848 5:45 PM 2 21 54 21 46 0 19 34 16 0 734 2,811 5:30 PM 2 28 53 15 2 89 294 30 11 0 15 80 3609831447018 12 73 50 705 2,757 5:15 PM 3 24 46 12 47 0 12 25 20 0 673 2,704 5:00 PM 2 20 69 25 0 84 266 33 18 0 16 55 4817725437026 18 62 42 699 0 4:45 PM 1 17 70 20 43 0 16 33 19 1 680 0 4:30 PM 2 14 58 24 0 100 267 23 20 0 23 77 3309323843020 20 64 28 652 0 4:15 PM 1 23 65 21 49 1 20 18 19 04:00 PM 3 19 64 17 1 94 235 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start E Grand Ave E Grand Ave Gateway Blvd Gateway Blvd 15-min TotalUTLTTHRT Date: 07-24-2019 Peak Hour Count Period: 4:00 PM 6:00 PM SB 3.4%0.95 TOTAL 4.4%0.97 TH RT WB 2.2%0.90 NB 8.8%0.85 Peak Hour: 4:45 PM 5:45 PM HV %:PHF EB 11.8%0.88 2 0 0 2501210 16 1 43 194 6N Gateway Blvd E Grand Ave E Grand Ave Gateway BlvdE Grand Ave Gateway Blvd2,848TEV: 0.97PHF:181289535233880177 1,128 348 1,656 3593 6512275262709072 238 89 407 1,392 8 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 1 0 0 1 0 3 0 1 1 0 0 3 1 200 1 16 0 220 1 26 2 0000 2 0 0 01 0 THLT 01000001 0 00 0 0 0 5 0 0 3 1 0 THLT 30105212 48 03121 0 1 0 1 Peak Hour 0 8Count Total 0 2660000100 4 30 5:45 PM 0 1 0 0 30 5:30 PM 5002000 11 31 5:15 PM 0 1 0 0 0 0 0 0 0 0 3 0 22 5:00 PM 10110 4 0 4:45 PM 0 0 0 0 0 4:30 PM 60010004:15 PM 0 3 0 0 7 0 2 04:00 PM RT 126 0 Interval Start E Grand Ave E Grand Ave Gateway Blvd Gateway Blvd 15-min Total Rolling One Hour 8 8 0 10 6 20627407 RTTHLT RTTHLTRT 26 16 3 252 0 Peak Hour 0 4 38 6 9 0 10 14 21 0Count Total 0 5 75 9 0 18 46 18 107120210033101 3 3 0 26 126 5:45 PM 0 0 4 0 0 0 1 1 1 0 29 136 5:30 PM 0 0 12 0 0 0 5 2 2 0 3 1 1035201 2 1 1 34 142 5:15 PM 0 1 6 2 0 0 0 3 2 0 37 145 5:00 PM 0 0 10 3 0 2 10 2 3 0 2 1 0017205 5 3 0 36 0 4:45 PM 0 3 10 1 2 0 2 3 1 0 35 0 4:30 PM 0 0 10 0 0 4 6 2 4 0 4 5 1015100 5 1 0 37 0 4:15 PM 0 0 11 1 1 0 0 0 6 0 TH RT 4:00 PM 0 1 12 2 0 4 5 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start E Grand Ave E Grand Ave Gateway Blvd Gateway Blvd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 3 17 18 19 15 16 29 16 133 7615122631147 84 24 Peak Hour 100 71 37 44 252 23 0 1 2 3 37 6 19Count Total 223 141 62 77 503 31 2 12 190011018:45 AM 22 15 13 12 62 0 4 2 5 15 7 3 8:30 AM 32 24 6 12 74 3 0 1 0 1 8 0 0 13 7 4 8:15 AM 23 17 6 8 54 7 0 0 0 0 4 0 4 1 14 4 8:00 AM 23 15 12 12 62 4 1 0 0 0 1 0 5 9 3 2 7:30 AM 24 20 6 9 59 5 0 1 0 0 1 1 2 12 6 55 2 EB WB NB SB Total East 7:45 AM 38 20 6 11 75 1 7 1 -26%6%HV%0%7%5%16%- 2 0 7:15 AM 32 14 9 7 62 0 1 0 0 0 2 1 0 West North South 7:00 AM 29 16 4 4 77 114 173 0 104 84132034330170 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 6%-10%19%19%9%12%19%29% Peak Hour All 9 349 1,160 24 0 146 197 280 0 0 10 16 18 252 0625020710 94 2,677 0 HV 0 23 56 21 0 Count Total 17 651 2,109 283 0 59 583 153 120 157 4,779 0 667 2,67732430312834012852016 33 15 22 650 2,622 8:45 AM 1 87 268 28 5 0 21 33 45 0 694 2,520 8:30 AM 4 80 261 38 0 5 88 28 43 0 25 24 1909735022 15 17 19 666 2,331 8:15 AM 1 88 323 34 5 0 18 21 42 0 612 2,102 8:00 AM 3 94 308 32 0 8 84 22 32 0 16 11 1606704011 7 7 24 548 0 7:45 AM 3 80 294 47 1 0 20 26 26 0 505 0 7:30 AM 2 74 237 39 0 10 75 21 30 0 16 9 1304602013 10 9 10 437 0 7:15 AM 2 71 223 41 0 0 25 14 19 07:00 AM 1 77 195 24 0 5 48 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start E Grand Ave E Grand Ave Harbor Way Forbes Blvd 15-min TotalUTLTTHRT Date: 07-24-2019 Peak Hour Count Period: 7:00 AM 9:00 AM SB 15.6%0.76 TOTAL 9.4%0.96 TH RT WB 18.6%0.96 NB 10.2%0.92 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 6.1%0.92 6 17 0 0110100 0 0 47 1511 3N Forbes Blvd E Grand Ave E Grand Ave Harbor WayE Grand Ave Forbes Blvd2,677TEV: 0.96PHF:9484104282480017 330 34 381 1,4370 173114773642500132 1,160 349 1,650 510 9 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6170 0 0 0 8221 0 1 0 0011 2 0 2 00 3 THLT 00000000 1 20 0 0 0 0 0 0 1 0 0 THLT 26011001 37 00020 0 0 0 1 Peak Hour 2 1Count Total 0 26100000540 4 17 8:45 AM 0 1 0 0 20 8:30 AM 8010000 4 13 8:15 AM 0 0 0 0 7 0 0 3 0 0 0 0 11 8:00 AM 1000 7 0 7:45 AM 0 1 0 1 0 7:30 AM 10000007:15 AM 0 0 0 0 0 0 2 07:00 AM RT 252 0 Interval Start E Grand Ave E Grand Ave Harbor Way Forbes Blvd 15-min Total Rolling One Hour 7 10 0 10 16 1804625020 RTTHLT RTTHLTRT 14 31 32 503 0 Peak Hour 0 23 56 21 6 0 33 14 15 0Count Total 1 42 126 54 0 12 123 62 2522504170113106 3 6 3 74 265 8:45 AM 0 5 10 7 3 0 3 1 2 0 54 250 8:30 AM 0 5 20 7 0 1 20 2 1 0 1 5 20116003 2 4 6 62 258 8:15 AM 0 5 14 4 1 0 8 2 2 0 75 251 8:00 AM 0 8 12 3 0 1 13 2 1 0 1 6 40316103 2 4 3 59 0 7:45 AM 0 6 18 14 0 0 3 2 1 0 62 0 7:30 AM 1 5 13 5 0 2 18 3 3 0 0 3 40113003 1 2 3 55 0 7:15 AM 0 3 19 10 0 0 4 0 0 0 TH RT 7:00 AM 0 5 20 4 0 2 14 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start E Grand Ave E Grand Ave Harbor Way Forbes Blvd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 8 10 31 25 20 10 18 8 130 8610732341260 91 19 Peak Hour 64 32 23 32 151 1 12 22 10 4 39 5 15Count Total 130 55 41 55 281 3 1 5 21301505:45 PM 9 3 2 9 23 0 3 0 0 16 2 2 5:30 PM 15 8 4 4 31 0 1 2 3 1 6 0 2 6 8 5 5:15 PM 11 6 5 9 31 0 2 4 2 1 7 2 5 2 21 0 5:00 PM 16 10 10 8 44 0 1 3 2 1 7 2 3 25 3 3 4:30 PM 22 9 4 4 39 0 3 0 0 0 6 1 1 5 5 43 0 EB WB NB SB Total East 4:45 PM 15 7 4 11 37 0 3 0 0%4%38%HV%0%26%11%20%- 5 2 4:15 PM 19 5 4 5 33 1 5 1 1 0 2 0 1 West North South 4:00 PM 23 7 8 4 185 34 29 0 36 186710861,086 14 1 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 10%-19%8%3%6%5%2%7% Peak Hour All 7 102 216 28 2 328 64 57 0 0 7 15 10 151 027107133 368 2,421 0 HV 0 27 23 14 0 Count Total 13 194 419 145 0 158 2,076 70 308 718 4,580 0 442 2,279860521670152081131 1 44 114 593 2,404 5:45 PM 3 14 44 18 6 0 37 9 7 0 637 2,421 5:30 PM 3 21 46 16 0 19 270 6 5 0 6 49 930223231052 8 48 111 607 2,326 5:15 PM 2 24 40 14 5 1 50 13 7 0 567 2,301 5:00 PM 1 28 57 22 0 19 237 10 10 0 12 57 790202472034 10 32 85 610 0 4:45 PM 1 27 51 17 6 0 49 5 7 0 542 0 4:30 PM 3 23 68 18 0 25 279 7 4 0 9 34 830162541037 19 23 86 582 0 4:15 PM 0 31 50 16 6 0 38 6 11 04:00 PM 0 26 63 24 0 22 258 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start E Grand Ave E Grand Ave Harbor Way Forbes Blvd 15-min TotalUTLTTHRT Date: 07-24-2019 Peak Hour Count Period: 4:00 PM 6:00 PM SB 5.4%0.88 TOTAL 6.2%0.95 TH RT WB 2.7%0.86 NB 9.2%0.88 Peak Hour: 4:30 PM 5:30 PM HV %:PHF EB 16.2%0.88 0 1 0 2100251 11 0 60 1012 4N Forbes Blvd E Grand Ave E Grand Ave Harbor WayE Grand Ave Forbes Blvd2,421TEV: 0.95PHF:36818636590150014 1,086 86 1,186 2810 2934185249344171 216 102 396 1,646 7 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 1 0 1 0 0 1 0 0 3 0 010 0 11 1 021 0 20 2 0000 0 0 0 01 0 THLT 00000110 1 00 0 0 0 3 1 0 5 0 0 THLT 23001252 39 02820 0 0 0 1 Peak Hour 0 2Count Total 0 2150001000 3 23 5:45 PM 2 0 0 0 23 5:30 PM 6000112 7 23 5:15 PM 2 0 0 0 0 0 0 0 0 0 2 0 18 5:00 PM 7020 3 0 4:45 PM 0 0 0 0 0 4:30 PM 60000004:15 PM 0 3 0 0 3 0 2 04:00 PM RT 151 0 Interval Start E Grand Ave E Grand Ave Harbor Way Forbes Blvd 15-min Total Rolling One Hour 13 3 0 7 15 100427107 RTTHLT RTTHLTRT 11 26 18 281 0 Peak Hour 0 27 23 14 3 0 11 22 8 0Count Total 0 46 47 37 0 6 46 23 129100153012001 0 3 1 31 143 5:45 PM 0 4 2 3 2 0 0 3 1 0 31 151 5:30 PM 0 6 5 4 0 1 5 2 2 0 0 5 4006001 3 4 1 44 153 5:15 PM 0 5 3 3 0 0 2 7 1 0 37 152 5:00 PM 0 7 4 5 0 1 9 2 0 0 3 4 4034002 1 2 1 39 0 4:45 PM 0 9 5 1 1 0 2 2 0 0 33 0 4:30 PM 0 6 11 5 0 0 8 2 0 0 1 2 2005002 2 1 2 43 0 4:15 PM 0 4 9 6 0 0 1 3 4 0 TH RT 4:00 PM 0 5 8 10 0 0 7 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start E Grand Ave E Grand Ave Harbor Way Forbes Blvd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 7 10 10 15 10 7 8 3 70 283221210510 24 10 Peak Hour 91 46 96 53 286 7 1 2 6 16 31 23 13Count Total 151 108 188 101 548 7 0 1 11000118:45 AM 28 14 28 15 85 0 3 4 4 0 0 2 8:30 AM 31 6 24 13 74 2 0 1 0 1 3 2 0 3 6 0 8:15 AM 18 13 18 13 62 2 0 1 1 1 5 3 1 0 6 4 8:00 AM 14 13 26 12 65 2 0 0 2 0 2 5 2 5 0 3 7:30 AM 13 11 26 10 60 0 1 1 1 3 4 3 4 0 9 71 0 EB WB NB SB Total East 7:45 AM 18 17 19 16 70 2 4 3 0%15%9%HV%0%23%5%14%- 3 0 7:15 AM 17 16 15 13 61 0 0 0 0 9 9 2 2 West North South 7:00 AM 12 18 32 5 317 456 349 2 20 1163680291591813 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 3%0%15%10%20%12%17%22%33% Peak Hour All 4 96 314 51 24 633 771 573 2 0 3 12 38 286 03560464010 187 2,448 0 HV 0 22 16 53 0 Count Total 8 204 558 690 0 74 297 34 215 312 4,446 0 661 2,44814388141945011397584 8 33 40 621 2,372 8:45 AM 1 20 96 98 2 3 86 105 103 0 607 2,260 8:30 AM 0 23 66 108 0 2 42 102 79 0 3 23 55011445266 5 41 47 559 2,108 8:15 AM 1 33 95 88 4 3 81 106 79 1 585 1,998 8:00 AM 2 20 57 74 0 5 34 89 73 0 4 33 39017345186 5 25 37 509 0 7:45 AM 1 24 79 100 7 5 77 97 61 0 455 0 7:30 AM 1 27 61 67 0 5 34 63 52 0 3 27 26010327279 2 14 23 449 0 7:15 AM 1 31 50 72 14 3 74 66 38 07:00 AM 1 26 54 83 0 13 38 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start S Airport Blvd Mitchell Ave S Airport Blvd Gateway Blvd 15-min TotalUTLTTHRT Date: 07-24-2019 Peak Hour Count Period: 7:00 AM 9:00 AM SB 16.3%0.86 TOTAL 11.7%0.93 TH RT WB 22.3%0.86 NB 8.5%0.89 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 11.6%0.90 0 4 3 0200200 1 0 10 35 10N S Airport Blvd Gateway Blvd Mitchell Ave S Airport BlvdS Airport Blvd Gateway Blvd2,448TEV: 0.93PHF:18711620325572218 159 29 206 6830 3494563171,13552613368 314 96 782 667 4 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 2 0 0 0 0 0 1 0 0 0 0 0 0 0 043 0 1 0 043 0 2 0 0000 0 0 0 00 0 THLT 09000000 0 02 0 0 0 1 0 0 0 0 0 THLT 12002002 31 00060 0 0 0 0 Peak Hour 0 16Count Total 0 1210000100 3 13 8:45 AM 0 1 0 0 14 8:30 AM 3001000 5 15 8:15 AM 0 1 0 0 2 0 1 1 0 0 0 0 19 8:00 AM 2002 4 0 7:45 AM 0 1 0 0 0 7:30 AM 40030017:15 AM 0 1 0 0 0 0 9 07:00 AM RT 286 0 Interval Start S Airport Blvd Mitchell Ave S Airport Blvd Gateway Blvd 15-min Total Rolling One Hour 40 10 0 3 12 3805356046 RTTHLT RTTHLTRT 4 28 69 548 0 Peak Hour 0 22 16 53 20 0 104 70 14 0Count Total 0 46 26 79 0 19 69 85 286153003120383010 0 3 10 74 271 8:45 AM 0 4 3 21 0 0 12 9 3 0 62 257 8:30 AM 0 8 5 18 0 1 5 7 3 0 1 3 90111108 2 3 7 65 256 8:15 AM 0 6 3 9 2 0 16 9 1 0 70 262 8:00 AM 0 4 5 5 0 0 11 7 0 0 0 5 1105102012 0 2 8 60 0 7:45 AM 0 8 1 9 1 0 20 4 2 0 61 0 7:30 AM 0 4 5 4 0 1 9 3 1 0 0 5 80475011 1 4 4 71 0 7:15 AM 0 6 3 8 6 0 15 16 1 0 TH RT 7:00 AM 0 6 1 5 0 4 8 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start S Airport Blvd Mitchell Ave S Airport Blvd Gateway Blvd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 7 8 19 5 7 9 20 5 80 40130788712 29 23 Peak Hour 42 24 66 25 157 0 1 4 0 11 16 18 10Count Total 89 48 134 47 318 1 0 3 01202525:45 PM 9 5 14 3 31 0 0 4 1 9 6 2 5:30 PM 13 6 15 6 40 0 0 0 0 2 3 2 2 3 3 3 5:15 PM 14 5 16 5 40 0 1 0 0 5 5 1 0 1 1 2 5:00 PM 6 9 19 8 42 0 0 0 0 0 0 1 4 5 6 2 4:30 PM 16 4 16 10 46 0 0 0 0 0 1 2 1 3 8 47 0 EB WB NB SB Total East 4:45 PM 6 6 15 2 29 0 0 4 0%9%8%HV%0%16%16%5%- 2 2 4:15 PM 10 10 18 5 43 0 1 0 0 2 2 2 1 West North South 4:00 PM 15 3 21 3 474 192 61 0 5 1893910583551412 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 15%-20%4%3%6%5%6%7% Peak Hour All 4 50 100 28 26 909 393 107 0 0 1 7 17 157 0201042159 521 2,426 0 HV 0 8 16 18 0 Count Total 11 106 215 752 0 132 691 11 397 1,012 4,790 0 570 2,414511001581320106654102 4 50 123 633 2,412 5:45 PM 0 15 31 85 3 2 106 54 11 0 604 2,426 5:30 PM 1 20 25 101 0 33 100 48 7 0 1 55 12101210104111 1 55 137 607 2,396 5:15 PM 2 16 31 95 3 2 104 43 20 0 568 2,376 5:00 PM 2 13 15 97 0 19 96 35 12 0 0 29 1270138282113 3 50 136 647 0 4:45 PM 0 10 38 99 3 4 146 66 22 0 574 0 4:30 PM 0 11 16 100 0 14 76 53 10 0 0 47 1150159332103 1 53 121 587 0 4:15 PM 2 9 28 94 3 6 124 43 15 04:00 PM 4 12 31 81 0 16 77 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start S Airport Blvd Mitchell Ave S Airport Blvd Gateway Blvd 15-min TotalUTLTTHRT Date: 07-24-2019 Peak Hour Count Period: 4:00 PM 6:00 PM SB 3.5%0.93 TOTAL 6.5%0.94 TH RT WB 5.6%0.90 NB 8.9%0.78 Peak Hour: 4:30 PM 5:30 PM HV %:PHF EB 7.7%0.93 0 0 0 1600000 1 0 12 137 8N S Airport Blvd Gateway Blvd Mitchell Ave S Airport BlvdS Airport Blvd Gateway Blvd2,426TEV: 0.94PHF:5211895715256014 355 58 427 1660 6119247473965012391 100 50 545 1,354 4 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 5 0 0 0 0 0 2 0 000 0 1 0 100 0 4 0 0000 0 0 0 00 0 THLT 02000000 0 00 0 0 0 0 0 0 1 0 0 THLT 8006100 16 02000 0 0 0 1 Peak Hour 0 9Count Total 0 1350000011 0 8 5:45 PM 0 0 0 0 8 5:30 PM 3001100 5 6 5:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 3 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 10000004:15 PM 0 0 0 0 0 0 2 04:00 PM RT 157 0 Interval Start S Airport Blvd Mitchell Ave S Airport Blvd Gateway Blvd 15-min Total Rolling One Hour 15 9 0 1 7 1703201042 RTTHLT RTTHLTRT 2 11 34 318 0 Peak Hour 0 8 16 18 3 0 79 43 12 0Count Total 0 12 43 34 0 6 39 31 1533000030140011 1 1 4 40 151 5:45 PM 0 0 6 3 1 0 8 6 1 0 40 157 5:30 PM 0 1 9 3 0 1 4 4 0 0 0 3 20140012 0 2 6 42 160 5:15 PM 0 3 8 3 0 0 11 3 5 0 29 165 5:00 PM 0 2 0 4 0 1 8 2 0 0 0 0 20141013 1 2 7 46 0 4:45 PM 0 1 2 3 0 0 6 6 4 0 43 0 4:30 PM 0 2 6 8 0 0 4 13 0 0 0 1 4018105 0 2 6 47 0 4:15 PM 0 2 5 3 0 0 13 6 2 0 TH RT 4:00 PM 0 1 7 7 0 0 3 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start S Airport Blvd Mitchell Ave S Airport Blvd Gateway Blvd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 5 10 11 7 11 5 0 6 55 22300113115 36 9 Peak Hour 138 119 41 55 353 10 1 2 0 0 13 6 4Count Total 246 243 87 96 672 11 1 3 11000118:45 AM 35 30 9 9 83 0 2 0 0 0 0 1 8:30 AM 39 27 15 23 104 2 0 0 0 0 4 1 0 3 9 1 8:15 AM 31 31 8 8 78 4 0 1 0 0 4 1 0 1 3 1 8:00 AM 33 31 9 15 88 3 1 0 0 0 1 2 1 6 3 2 7:30 AM 28 34 18 8 88 0 1 0 0 0 0 0 1 7 11 67 0 EB WB NB SB Total East 7:45 AM 28 36 10 8 82 0 1 1 0%11%13%HV%-19%34%37%- 5 0 7:15 AM 28 29 11 14 82 0 0 0 0 0 0 0 0 West North South 7:00 AM 24 25 7 72 160 39 404 12 190 64414703071671682 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 5%17%2%7%5%13%23%20%8% Peak Hour All 0 122 182 289 3 316 68 777 22 2 4 44 5 353 03314017519 98 2,642 0 HV 0 23 61 54 0 Count Total 0 195 357 235 2 592 339 348 1,277 170 4,990 0 655 2,64210106356146290793939038 46 173 28 675 2,607 8:45 AM 0 29 40 41 48 1 36 5 103 5 694 2,550 8:30 AM 0 38 53 29 0 70 40 14 120 1 45 159 150865041140 43 166 26 618 2,425 8:15 AM 0 34 54 34 40 0 46 10 75 3 620 2,348 8:00 AM 0 21 35 43 0 72 38 8 96 2 51 137 260775730140 32 180 16 618 0 7:45 AM 0 25 45 25 30 0 51 11 100 3 569 0 7:30 AM 0 14 41 23 2 72 43 5 79 2 41 167 150753431027 34 149 15 541 0 7:15 AM 0 25 50 18 30 0 38 5 98 37:00 AM 0 9 39 22 0 61 38 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start San Mateo Ave S Airport Blvd Produce Ave Airport Blvd 15-min TotalUTLTTHRT Date: 07-24-2019 Peak Hour Count Period: 7:00 AM 9:00 AM SB 5.8%0.94 TOTAL 13.4%0.95 TH RT WB 18.5%0.91 NB 6.8%0.86 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 30.6%0.92 0 6 4 0000000 1 0 15 31 3N Airport Blvd San Mateo Ave S Airport Blvd Produce AveSan Mateo Ave Airport Blvd2,642TEV: 0.95PHF:9864419094434112168 167 307 642 7760 404391606051,1002147 182 122 451 425 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 064 0 1 0 074 0 1 1 0000 0 0 0 00 0 THLT 00000000 1 21 0 0 0 1 0 0 0 0 0 THLT 11000000 13 00000 0 0 0 0 Peak Hour 0 0Count Total 0 1110000100 2 11 8:45 AM 0 0 0 0 10 8:30 AM 4000000 4 6 8:15 AM 0 0 0 2 2 0 1 1 0 0 0 0 2 8:00 AM 1000 1 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 1 0 0 0 0 07:00 AM RT 353 0 Interval Start San Mateo Ave S Airport Blvd Produce Ave Airport Blvd 15-min Total Rolling One Hour 5 19 2 4 44 50723314017 RTTHLT RTTHLTRT 9 74 11 672 0 Peak Hour 0 23 61 54 25 0 53 8 26 2Count Total 0 41 114 91 0 149 69 83 3531410800189304 3 18 2 104 352 8:45 AM 0 6 15 14 2 0 6 1 8 0 78 336 8:30 AM 0 6 22 11 0 16 9 3 4 0 0 8 00199301 1 10 3 88 340 8:15 AM 0 6 13 12 6 0 6 0 3 1 82 319 8:00 AM 0 5 11 17 0 19 6 2 1 0 1 5 202115007 2 5 1 88 0 7:45 AM 0 7 14 7 4 0 17 0 1 0 82 0 7:30 AM 0 3 15 10 0 22 8 1 4 0 2 10 20216206 0 10 1 67 0 7:15 AM 0 7 13 8 5 0 6 0 1 0 TH RT 7:00 AM 0 1 11 12 0 13 7 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start San Mateo Ave S Airport Blvd Produce Ave Airport Blvd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 7 11 11 11 13 14 6 75 4660044333 51 9 Peak Hour 30 79 57 35 201 1 3 6 0 0 8 10 5Count Total 63 151 111 57 382 2 1 4 11300405:45 PM 5 19 9 5 38 0 0 3 0 10 1 0 5:30 PM 6 16 11 6 39 0 0 0 0 0 1 1 0 12 7 2 5:15 PM 8 21 17 12 58 0 1 1 0 0 1 1 1 1 7 1 5:00 PM 8 22 12 9 51 0 1 0 0 0 1 2 1 7 3 1 4:30 PM 7 18 20 6 51 0 1 0 0 0 0 1 1 4 4 60 0 EB WB NB SB Total East 4:45 PM 7 18 8 8 41 0 1 0 -32%0%HV%-3%9%5%- 0 0 4:15 PM 9 15 13 7 44 0 0 0 0 0 0 2 0 West North South 4:00 PM 13 22 21 33 101 15 269 18 140 82720007602243780 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 9%0%4%2%8%6%4%13%4% Peak Hour All 0 169 169 763 1 213 35 544 36 0 5 20 10 201 02917032025 130 3,400 0 HV 0 5 15 10 0 Count Total 0 310 303 370 1 1,483 405 260 1,611 243 6,578 0 756 3,3475674351813001724599018 26 215 33 839 3,382 5:45 PM 0 41 28 31 95 0 20 3 75 5 891 3,400 5:30 PM 0 38 32 51 1 190 55 4 74 7 35 215 43017961100021 35 195 23 861 3,282 5:15 PM 0 48 50 54 103 0 25 5 67 5 791 3,231 5:00 PM 0 58 35 62 0 204 44 2 67 2 33 210 3801795169024 37 207 26 857 0 4:45 PM 0 36 43 37 106 0 31 4 61 4 773 0 4:30 PM 0 27 41 47 0 198 68 6 67 4 29 209 2601803483032 30 179 24 810 0 4:15 PM 0 25 41 37 108 1 42 6 66 54:00 PM 0 37 33 51 0 181 47 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start San Mateo Ave S Airport Blvd Produce Ave Airport Blvd 15-min TotalUTLTTHRT Date: 07-24-2019 Peak Hour Count Period: 4:00 PM 6:00 PM SB 3.1%0.93 TOTAL 5.9%0.95 TH RT WB 5.8%0.92 NB 14.8%0.97 Peak Hour: 4:30 PM 5:30 PM HV %:PHF EB 5.6%0.87 0 0 1 0000001 2 0 33 63 4N Airport Blvd San Mateo Ave S Airport Blvd Produce AveSan Mateo Ave Airport Blvd3,400TEV: 0.95PHF:1308271401,11558018378 224 760 1,362 5780 269151013851,7870200 169 169 538 455 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 3 0 001 0 2 1 011 0 5 1 0000 0 0 0 00 0 THLT 00000000 0 00 1 0 0 0 1 0 0 0 0 THLT 4000000 8 00000 0 0 0 0 Peak Hour 0 0Count Total 0 640000100 0 3 5:45 PM 0 0 0 0 4 5:30 PM 1000000 1 3 5:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 2 5:00 PM 1000 1 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 1 0 0 0 0 0 04:00 PM RT 201 0 Interval Start San Mateo Ave S Airport Blvd Produce Ave Airport Blvd 15-min Total Rolling One Hour 0 25 0 5 20 100332917032 RTTHLT RTTHLTRT 14 28 15 382 0 Peak Hour 0 5 15 10 35 0 63 2 46 0Count Total 0 11 30 22 0 63 53 38 186050230095504 2 2 2 39 189 5:45 PM 0 1 1 3 2 0 4 0 7 0 58 201 5:30 PM 0 2 2 2 0 9 5 0 7 0 1 5 60975010 2 5 2 51 187 5:15 PM 0 0 6 2 6 0 8 0 4 0 41 196 5:00 PM 0 2 3 3 0 10 6 0 4 0 0 7 1069304 2 3 1 51 0 4:45 PM 0 2 2 3 3 0 10 0 10 0 44 0 4:30 PM 0 1 4 2 0 8 7 0 3 0 4 1 20555010 1 2 1 60 0 4:15 PM 0 2 4 3 6 0 13 2 6 0 TH RT 4:00 PM 0 1 8 4 0 7 9 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start San Mateo Ave S Airport Blvd Produce Ave Airport Blvd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Peak Hour: 8:00 AM to 9:00 AM Date: 05-11-2019 Count Period: 7:00 AM to 9:00 AM Peak Hour TOTAL 6.1%0.88 SB 17.0%0.78 NEB 3.9%0.93 WB 22.2%0.85 NB 8.2%0.92 HV %:PHF EB 2.2%0.84 N 3,680TEV: 0.88PHF: Gateway Blvd Oyster Point Blvd 1,750 591 1,178 1 298 273 0 24741116072409 468 2,021 402 5 41 0 20 519 Oyster Point Blvd 39165763 81640127921 Oyster Point Blvd Gateway Blvd4Gateway Blvd2Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries 0 0 0 2,634 2,987 3,207 3,504 3,680 0 0 0 0 Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. 22 25 47 27 25 47 28 3,680 647 Hour 15-min Total Rolling One Southwest Total 11 1 US-101 SB Off Ramp Northeastbound 223 9 1 4Peak Hr 39 104 32 8 40 4719 232 127 4Count Total 76 166 67 17 75 5 8 0 8:30 AM 11 45 6 2 12 31 8:45 AM 10 23 7 1 8 70 20 7:45 AM 13 16 11 3 12 3 0 8:00 AM 9 13 11 2 15 3 8:15 AM 9 23 8 3 5 41 55 1 1 1 0 7:15 AM 5 18 10 2 8 21 7:30 AM 7 14 9 2 6 4 10 1 0 42 3 1 2 0 3 0 3 Interval 223 HV% 0 0%2%2%4%- 7 0 13 3 9 88%- 7:00 AM 12 14 5 2 9 TotalStartEBWBNBSBNEB East West North HV 6,314 Peak Hour All Count Total 3 536 1,941 518 0 1 298 1,178 273 0 0 6 23 10 6% 2 10 0 91 1 40%24%-23%5%8% 14 1,041 944 8:45 AM 8:30 AM 1 10 0 108 6 1 6 0 125 6 7:45 AM 7:30 AM 621 501 7:15 AM 0 1 46 164 65 0 0 63 841 854 8:15 AM 8:00 AM 865 2 0 8 0 1 7 0 5 0 174 53 0 1 7:00 AM Interval Start UT LT TH RT HR 0 56 145 35 Oyster Point Blvd Eastbound Oyster Point Blvd Westbound UT LT BL TH RT 0 Gateway Blvd Northbound UT HL LT TH 73 280 92 0 0 57 249 73 0 0 73 250 62 0 1 77 316 72 0 0 91 363 66 0 1 8 0 58 4 0 8 0 82 2 1 9 0 93 5 2 16 0 76 3 6 79 0 661 30 5 41 0 402 20 10 0 53 1 0 12 0 66 3 RT 0 0 26 5 10 1 0 41 11 21 2 0 58 15 19 3 0 24 13 33 3 0 41 13 35 1 0 39 20 33 1 0 41 33 31 3 0 43 26 28 0 313 136 210 8 0 164 92 127 3%7% Gateway Blvd Southbound UT LT TH BR RT 0 0 1 0 9 0 1 3 0 11 0 3 3 0 8 0 3 5 0 13 0 2 0 4 7 0 4 0 0 0 0 7 0 14 28 0 65 0 7 16 0 24 0 1 3 0 4 -14%19%-17% UT HL BL BR HR 0 0 0 92 58 0 0 0 110 65 0 0 0 125 53 0 0 168 65 0 0 1 177 85 0 0 0 169 84 0 0 0 166 66 0 0 0 192 84 --0%3%7% 0 0 1 1,199 560 0 0 1 704 319 0 0 0 19 21 2 5 0 43 0 2 0 0 8 1 3 9 1 Total EB WB NB NEBSB 15 2 South 17 0 3 27 0 50 1 0 2 0 10 0 2 15 0 38 2 0 1 00 13 10 0 2 13 0 76 5 0 2 0 19 1 3 23 1 48 1 1 0 0 12 1 2 12 1492000 0 16 51 2 9 63 2 Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) 401 15 89 4 18 117 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles 0 0 0 178 186 191 229 223 0 0 Two-Hour Count Summaries - Bikes 0 0 0 31 14 13 17 16 0 0160 4700Count Total 0 Peak Hour 0 01000 8:45 AM 0 0 0 00010 200000110000000 8:15 AM 0 0 0 000 3000 0 0008:30 AM 0 1 4 0 0 0 0 0 0 1 7 0 0 1 0 0 7:45 AM 0 0 0 00010 8:00 AM 0 300000 0 00000 0 0 0 0 0 0 0 1 4 7:15 AM 0 0 0 000 4000 0 0007:30 AM 0 1 1 0 0 0 0 0 0 0 3 1 14 0 0 0 Rolling Eastbound Westbound Northbound Southbound Northeastbound One UT 7:00 AM 0 HourHRRTUTRTUT 1 0000012000100 210 Count Total 0 0 2 0 2 401 Peak Hour 0 4280 223 Interval Start Oyster Point Blvd Oyster Point Blvd Gateway Blvd Gateway Blvd US-101 SB Off Ramp 21409017 RT UT 15-min Total 20 0313 48 8:30 AM 0 0 1 0 4 0 0 76 8:45 AM 0 710 493103012 8:15 AM 0 0 7201003 0 01110 4 001 3 3 3 4 0 18 0 4 2 0 3 2 3 7:45 AM 0 0 0 0 6 0 0 55 8:00 AM 0 610 50 3 6 4 2 0 14 0 2 0 1 1 0 0 0 6 1 6 7:00 AM 0 0 0 UT HR 0 0 42 7:15 AM 0 410 43 7:30 AM 0 0 5103001 0 1210 2 0 Rolling Eastbound Westbound Northbound Southbound Northeastbound One LT TH RT LT BL TH HL LT TH LT TH BR Hour 2 Interval Start UT HR 15-min Total 38 Oyster Point Blvd Oyster Point Blvd Gateway Blvd Gateway Blvd US-101 SB Off Ramp HL BL BR 3 6 3 12 0 4 0 0 1 0 0 0 5 RTUTRTUTRT 1 000 UT 1 1 3 2 0 16 0 5 1 0 1 0 0 0 3 2 3 2 2 0 10 0 6 0 1 0 0 0 0 0 0 10 0 6 1 0 0 0 0 0 8 6 003 0 0 1 1 8 2 2 0 42 0 1 0 1 0 0 0 0 5 0 1 6 3 1 0 21 0 2 0 0 0 0 0 0 5 15 39 22 18 0 143 0 30 4 3 6 0 0 0 33 6 23 10 10 0 91 0 13 3 1 3 0 0 0 19 LT TH RT LT BL TH HL LT TH LT TH BR HL BL BRUTHR 0 0 2 0 0 0 0 0 0 2 0 0 0 00000 1 0 1 0 0 0 0 1 0 0 0 0 0 000 0 0 1 0 0 0 0 0 2 0 1 0 0 0 0 0 1 0 0 0 0 1 0 0 0 000 0 0 0 0 0 0 0 0 0 0 000000 0 5 3 0 1 18 0 0 0 0 0 0 0 0 2 5 2 0 0 0 0 1 0 0 3 0 2 0 0 0 0 4 9 2 3 0 2 0 0 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Peak Hour: 4:45 PM to 5:45 PM Date: 05-11-2019 Count Period: 4:00 PM to 6:00 PM Peak Hour TOTAL 3.8%0.96 SB 1.3%0.91 NEB 12.4%0.82 WB 1.5%0.95 NB 2.8%0.92 HV %:PHF EB 13.1%0.80 N 3,171TEV: 0.96PHF: Gateway Blvd Oyster Point Blvd 382 2,448 266 4 49 63 0 2465101270843008 1,300 444 1,251 1 29 0 19 372 Oyster Point Blvd 84617854 2763049325 Oyster Point Blvd Gateway Blvd4Gateway Blvd8Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries 0 0 0 2,896 3,026 3,117 3,171 3,110 0 0 0 0 Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. 25 21 20 26 28 29 8 3,171 704 Hour 15-min Total Rolling One Southwest Total 31 0 US-101 SB Off Ramp Northeastbound 121 2 5 4Peak Hr 50 19 24 6 22 3010 188 103 2Count Total 73 43 58 13 41 9 9 0 5:30 PM 9 6 8 2 4 20 5:45 PM 3 6 10 3 4 33 21 4:45 PM 14 3 9 3 6 4 4 5:00 PM 12 3 3 1 3 11 5:15 PM 15 7 4 0 9 31 35 2 5 0 0 4:15 PM 6 8 9 1 7 2 4:30 PM 10 2 10 1 2 3 10 0 0 25 0 1 1 0 12 0 1 Interval 121 HV% 0 0%2%15%13%- 0 0 17 2 5 0%- 4:00 PM 4 8 5 2 6 TotalStartEBWBNBSBNEB East West North HV 6,006 Peak Hour All Count Total 9 97 520 109 0 4 49 266 63 0 0 1 41 8 4% 0 5 0 13 1 0%17%-1%5%2% 5 767 758 5:45 PM 5:30 PM 0 10 0 284 5 0 6 0 325 5 4:45 PM 4:30 PM 688 676 4:15 PM 0 1 14 76 15 0 3 7 779 806 5:15 PM 5:00 PM 828 9 0 113 0 0 8 0 104 0 49 12 0 0 4:00 PM Interval Start UT LT TH RT HR 1 10 61 8 Oyster Point Blvd Eastbound Oyster Point Blvd Westbound UT LT BL TH RT 0 Gateway Blvd Northbound UT HL LT TH 12 91 17 0 2 10 61 11 0 1 10 63 19 0 1 17 51 16 0 0 17 68 11 0 0 3 0 297 7 0 5 0 331 6 0 9 0 313 5 1 5 0 323 3 1 61 0 2,459 34 1 29 0 1,251 19 8 0 306 2 0 15 0 280 1 RT 1 0 158 4 14 1 0 122 5 15 0 0 175 7 9 0 0 184 6 11 1 0 209 6 14 1 0 174 8 12 0 0 196 12 12 1 0 153 9 15 0 1,371 57 102 2 0 763 32 49 6%10% Gateway Blvd Southbound UT LT TH BR RT 0 4 5 0 54 0 2 9 0 74 0 1 7 0 90 0 2 6 0 103 0 6 0 0 4 0 110 0 1 8 0 105 0 16 56 0 753 0 8 27 0 430 0 0 0 0 6 -0%0%-1% UT HL BL BR HR 0 0 1 27 12 0 0 0 29 29 0 0 0 26 11 0 0 39 15 0 0 1 25 11 0 0 0 33 14 0 0 0 23 17 0 0 0 30 13 --0%15%7% 0 0 2 232 122 0 0 1 120 57 0 0 0 18 4 8 18 0 31 0 2 0 0 9 0 3 13 0 Total EB WB NB NEBSB 0 1 South 9 0 0 11 0 22 0 0 2 0 6 2 2 14 2 25 0 0 4 00 11 15 0 0 13 0 29 0 0 0 0 7 0 6 16 0 35 0 0 2 0 1 0 1 6 0260100 0 19 37 2 8 54 2 Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) 228 2 69 2 13 102 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles 0 0 0 116 113 117 121 112 0 0 Two-Hour Count Summaries - Bikes 0 0 0 20 21 20 19 10 0 0190 3000Count Total 0 Peak Hour 3 03000 5:45 PM 0 0 0 02000 200000000001010 5:15 PM 0 0 0 000 2000 0 0005:30 PM 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 4:45 PM 0 0 0 00030 5:00 PM 0 1101000 2 00000 0 0 0 0 0 0 0 1 3 4:15 PM 0 0 0 000 3000 0 0004:30 PM 0 0 0 0 0 0 0 0 0 1 4 0 0 0 0 0 Rolling Eastbound Westbound Northbound Southbound Northeastbound One UT 4:00 PM 0 HourHRRTUTRTUT 0 0000000000100 20 Count Total 1 0 0 0 0 227 Peak Hour 0 12130 121 Interval Start Oyster Point Blvd Oyster Point Blvd Gateway Blvd Gateway Blvd US-101 SB Off Ramp 4605010 RT UT 15-min Total 9 020 35 5:30 PM 0 0 0 0 2 0 0 29 5:45 PM 0 120 261301010 5:15 PM 0 0 0100000 0 00200 2 010 0 14 1 0 0 7 0 2 0 0 0 1 1 4:45 PM 0 0 0 0 1 0 0 35 5:00 PM 0 130 22 1 9 4 1 0 2 0 8 0 0 0 0 0 0 5 0 11 4:00 PM 0 0 0 UT HR 0 0 25 4:15 PM 0 220 31 4:30 PM 1 0 4101000 0 1010 1 0 Rolling Eastbound Westbound Northbound Southbound Northeastbound One LT TH RT LT BL TH HL LT TH LT TH BR Hour 0 Interval Start UT HR 15-min Total 25 Oyster Point Blvd Oyster Point Blvd Gateway Blvd Gateway Blvd US-101 SB Off Ramp HL BL BR 0 4 0 7 0 3 1 0 0 0 0 0 4 RTUTRTUTRT 1 000 UT 0 6 0 2 0 6 0 8 0 0 0 0 0 0 3 0 5 4 0 0 2 0 8 1 0 0 0 0 0 1 0 2 0 2 1 0 0 0 0 0 3 1 000 0 0 7 0 7 2 3 0 2 0 5 1 0 0 0 0 0 3 0 1 1 1 0 0 5 0 9 0 0 0 0 0 0 3 2 57 13 8 0 33 0 45 4 0 0 0 0 0 29 1 41 8 5 0 13 0 17 2 0 0 0 0 0 18 LT TH RT LT BL TH HL LT TH LT TH BR HL BL BRUTHR 0 0 1 0 1 0 0 0 0 1 0 0 0 00000 1 0 3 0 2 0 0 0 0 3 0 0 0 000 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 1 0 0 0 0 0 010 0 1 0 0 0 0 0 0 0 0 000000 0 3 6 0 0 7 0 3 0 0 0 0 0 0 0 1 1 0 0 3 0 2 0 0 1 0 5 0 0 0 0 0 1 1 4 0 5 0 0 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Peak Hour: 8:00 AM to 9:00 AM Date: 11-05-2019 SB 50.0%0.50 Count Period: 7:00 AM to 9:00 AM SEB WB 10.0%0.97 NB 16.3%0.90 HV %:PHF EB 4.1%0.91 TOTAL 8.7%0.94 Peak Hour -- N 924TEV: 0.94PHF: Allerton Ave Forbes Blvd 443 136 324 3 2 114 0 1271 46076 1 193 0 1 150 Forbes Blvd Allerton Ave03 Forbes Blvd Genentech Bldg 59 Dwy02083091 05713516021912 20000Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries 0 0 0 549 650 762 872 924 0 0 0 0 Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Start Forbes Blvd Forbes Blvd Allerton Ave Genentech Bldg 59 Dwy UT LT BLUTHLLTTHRTUTLTTHBR 477 Forbes Blvd Driveway 15-min Total Rolling Eastbound Westbound Northbound Southbound Southeastbound One RT Hour 8 0 23 9 HR UT HL BL BR HRTHRTUTLTTHRT 42 7:15 AM 0 0 1 39 14 0 0 0 0 0 1071100000100904 0 0 129 7:00 AM 0 0 0 0 33 15 0 0 0 0 0 0 01301160003015000 0 135 7:45 AM 0 0 1 60 17 0 39 0 0 0 0 0 0022300032200109 178 7:30 AM 0 0 27 0 61 9 0 0 0 0 0 043501001400070 8:15 AM 2 0 0 83 29 0 0 0 0 0 20829001000001309 0 0 241 8:00 AM 0 0 0 59 1 87 33 1 0 0 0 0 0 01804360005018010 0 245 8:45 AM 0 0 1 95 25 0 42 0 0 0 0 0 00240000402700013 230 8:30 AM 1 0 0 0 0 0 0 0130001022000130 Count Total 3 0 4 498 168 1 317 134 0 0 0 0 0 1,4732200120012095027 0 0 0 924 -9% HV 0 0 2 10 6 0 2 0 0 0 0057016135011411937601All302 5%0% 1 0 0 0 0 0160144000423000 Interval Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) -------88%3%--50%2%30%-0%-28% Peak Hour 324 0 0 80 HV%0%-100%3% Total 7:00 AM 2 7 6 0 0 15 1 0 Total East West North South NorthwestTotalEBWBNBSBSEBStartEBWBNBSBSEB 4 0 0 1 0 12013000 0 0 0 7:15 AM 3 13 4 0 0 0 0 0 1 0 0 7:45 AM 4 6 6 0 0 0 0 0 0 1 07:30 AM 2 11 8 0 0 21 0 0 0 22 1 0 0 5 0 2 0 21600000 0 1 0 2 1 0 2 0 12220000 5 0 5 8:15 AM 6 6 10 0 0 0 0 0 1 2 08:00 AM 3 4 15 0 8:45 AM 3 4 3 1 0 0 0 0 0 6 18:30 AM 6 13 6 0 0 25 0 0 0 6 0 3 1 31100000 2 0 3 0 152 5 3 3 15 1 12 1 128030000 15 2 15 Peak Hr 18 27 34 1 0 0 0 0 8 21 1Count Total 29 64 58 1 0 2 2 9 12 4 12 13 54 41 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles 0 0 0 72 79 81 85 80 0 0 Two-Hour Count Summaries - Bikes 0 0 0 5 5 3 3 3 0 0 Westbound Northbound Southbound Southeastbound One UT HL LT TH RT Interval Start Forbes Blvd Forbes Blvd Allerton Ave Genentech Bldg 59 Dwy n/a 15-min Total Rolling Eastbound BR HR Hour 0 1 1 0 TH RT HR UT HL BLLTBLTHRTUTLTUTLTTHBRRTUT 0 15 7:15 AM 0 0 1 2 0 0 3 0 0 0 0 0 0040000160002 20 7:00 AM 0 0 0 0 1 10 0 0 0 0 0 01000001000030 7:45 AM 0 0 0 4 0 0 0 0 0 0 21200000000402 0 0 16 7:30 AM 0 0 0 2 0 2 1 0 0 0 0 0 0 0303000006000 0 22 8:15 AM 0 0 0 5 1 0 1 0 0 0 0 0 0082000130005 22 8:00 AM 0 0 3 0 2 11 0 0 0 0 0 0320000500050 8:45 AM 0 0 1 1 1 0 0 0 0 0 25000000000402 0 0 11 8:30 AM 0 0 1 2 1 0 0 0 0 0201000004000 Count Total 0 0 3 19 7 0 0 0 16 0 0 152 Peak Hour 0 0 2 10 6 0 4 0 0 0 0 0 0024600195500028 TH Rolling Eastbound Westbound Northbound Southbound Southeastbound One 80 Interval Start Forbes Blvd Forbes Blvd Allerton Ave Genentech Bldg 59 Dwy n/a 15-min TotalUTHL 0 0 0 0 0 01440010230 7:00 AM 0 0 0 0 1 UT HL BL BR HR HourRTUTLTTHRTHRBRRTUTLTBLTH 0 0 1 LT TH RT UT LT 0 1 0 0 0 0 0 0 0 0000000000000 0 4 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000000030000 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0000000000000 8:00 AM 0 0 0 1 0 0 0 0 0 0 0000000000000 0 0 1 7:45 AM 0 0 0 0 0 1 1 0 0 0 0 0 0 0000000000000 0 2 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0000000000000 0 0 0 0 0 00000000000008:45 AM 0 0 0 0 0 0Count Total 0 0 0 3 2 0 0 0 0 0 0 0 0 8 Peak Hour 0 0 0 2 1 0 0 0 0 0 0 00000000030 0 3000000000000 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Peak Hour: 4:30 PM to 5:30 PM Date: 11-05-2019 SB 100.0%0.25 Count Period: 4:00 PM to 6:00 PM SEB WB 9.7%0.91 NB 6.9%0.88 HV %:PHF EB 21.7%0.76 TOTAL 10.0%0.95 Peak Hour -- N 1,023TEV: 0.95PHF: Allerton Ave Forbes Blvd 106 737 79 0 3 24 0 0525 154419 2 102 0 2 52 Forbes Blvd Allerton Ave42 Forbes Blvd Genentech Bldg 59 Dwy03911270 03187300154 10000Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries 0 0 0 846 938 1,023 985 892 0 0 0 0 Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Interval Start Forbes Blvd Forbes Blvd Allerton Ave Genentech Bldg 59 Dwy UT LT BLUTHLLTTHRTUTLTTHBR 477 Forbes Blvd Driveway 15-min Total Rolling Eastbound Westbound Northbound Southbound Southeastbound One RT Hour 5 0 22 59 HR UT HL BL BR HRTHRTUTLTTHRT 22 4:15 PM 0 0 0 15 6 0 0 0 0 0 17525000000004101 0 0 183 4:00 PM 0 0 0 2 22 3 1 0 0 0 0 0 04700180002472010 0 242 4:45 PM 0 0 0 24 11 0 26 0 0 0 0 0 000180002610400066 246 4:30 PM 0 0 5 1 19 116 0 0 0 0 0 0019001087000780 5:15 PM 0 0 0 19 5 0 0 0 0 0 26719000000009200 0 0 268 5:00 PM 0 0 1 14 0 18 4 0 0 0 0 0 0 082001700031112020 0 204 5:45 PM 0 0 2 27 3 0 17 0 0 0 0 0 00011000219101058 153 5:30 PM 0 0 0 0 0 0 0 0022000049000330 Count Total 0 0 5 161 42 2 186 690 0 0 0 0 0 1,7381490010004049701 0 0 0 1,023 -10% HV 0 0 2 21 0 0 1 0 0 0 003180073024210241902All003 0%0% 1 0 0 0 0 022005000643020 Interval Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) --------7%--100%6%10%-100%-7% Peak Hour 79 0 0 102 HV%--67%27% Total 4:00 PM 6 17 11 0 0 34 1 0 Total East West North South NorthwestTotalEBWBNBSBSEBStartEBWBNBSBSEB 3 3 0 3 0 32300300 1 0 1 4:15 PM 2 12 9 0 0 0 0 0 1 4 0 4:45 PM 8 9 6 1 0 2 0 0 2 0 04:30 PM 7 17 5 0 0 29 0 0 0 21 1 1 2 3 0 0 0 52411000 3 0 3 0 1 0 1 0 12800000 0 0 2 5:15 PM 3 15 10 0 0 2 0 0 4 1 05:00 PM 5 10 6 0 5:45 PM 5 6 6 0 0 0 0 0 0 1 05:30 PM 4 10 6 0 0 20 0 0 1 3 0 0 0 01700100 2 0 2 0 196 3 2 8 5 0 4 0 1110222400 10 0 17 Peak Hr 23 51 27 1 0 8 0 0 13 16 0Count Total 40 96 59 1 6 9 6 8 3 3 5 3 43 20 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles 0 0 0 110 97 102 93 86 0 0 Two-Hour Count Summaries - Bikes 0 0 0 8 11 8 6 5 0 0 Westbound Northbound Southbound Southeastbound One UT HL LT TH RT Interval Start Forbes Blvd Forbes Blvd Allerton Ave Genentech Bldg 59 Dwy n/a 15-min Total Rolling Eastbound BR HR Hour 0 6 0 0 TH RT HR UT HL BLLTBLTHRTUTLTUTLTTHBRRTUT 0 34 4:15 PM 0 0 0 2 0 0 1 0 0 0 0 0 00130003140007 23 4:00 PM 0 0 0 0 2 15 0 0 0 0 0 00000001001090 4:45 PM 0 0 0 8 0 0 0 0 0 0 29000000000500 0 0 24 4:30 PM 0 0 1 6 1 4 0 0 1 0 0 0 0 0400200027000 0 21 5:15 PM 0 0 0 3 0 0 1 0 0 0 0 0 0002000190004 28 5:00 PM 0 0 1 0 0 9 0 0 0 0 0 00100001202090 5:45 PM 0 0 2 3 0 0 0 0 0 0 20300000010300 0 0 17 5:30 PM 0 0 0 3 0 0 0 0 0 0300300006000 Count Total 0 0 4 35 1 0 2 0 22 0 0 196 Peak Hour 0 0 2 21 0 0 6 0 0 0 0 0 00114001108204044 TH Rolling Eastbound Westbound Northbound Southbound Southeastbound One 102 Interval Start Forbes Blvd Forbes Blvd Allerton Ave Genentech Bldg 59 Dwy n/a 15-min TotalUTHL 0 0 0 0 0 0050010430 4:00 PM 0 0 0 1 0 UT HL BL BR HR HourRTUTLTTHRTHRBRRTUTLTBLTH 0 0 1 LT TH RT UT LT 0 0 0 0 0 0 0 0 0 0000000000000 0 3 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0001000000002 2 4:15 PM 0 0 0 0 0 1 0 0 0 0 0 0010000000010 5:00 PM 0 0 0 1 0 0 0 0 0 0 2000000000000 0 0 4 4:45 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0000200001000 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0000000000000 0 0 0 0 0 10000000001005:45 PM 0 0 0 0 0 0Count Total 0 0 0 3 0 0 2 0 0 0 1 0 0 13 Peak Hour 0 0 0 2 0 0 0 0 0 0 0 04004000020 0 8000000003000 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 4 2 2 4 3 15 1100370011 15 0 Peak Hour 16 44 0 23 83 3 1 3 0 6 16 0 0Count Total 29 97 0 36 162 7 0 3 01000108:45 AM 5 8 0 5 18 1 2 0 0 4 0 0 8:30 AM 3 14 0 8 25 0 1 0 0 0 1 0 0 2 2 0 8:15 AM 5 12 0 5 22 1 0 0 0 2 3 0 0 0 4 0 8:00 AM 3 10 0 5 18 1 0 0 0 0 0 0 0 0 0 0 7:30 AM 4 15 0 1 20 4 0 0 0 0 2 0 0 0 2 17 0 EB WB NB SB Total East 7:45 AM 4 12 0 8 24 2 6 0 -0%0%HV%-4%2%0%- 0 0 7:15 AM 3 13 0 2 18 0 2 0 0 1 1 0 0 West North South 7:00 AM 2 13 0 0 2 2 0 0 51 2301116240 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total --6%50%27%9%0%27%54% Peak Hour All 0 135 477 48 0 3 2 0 0 0 3 1 19 83 031130000 70 883 0 HV 0 6 10 0 0 Count Total 0 245 728 6 0 1 203 93 3 114 1,446 0 230 883100101160134401 11 0 29 257 819 8:45 AM 0 36 125 1 7 0 1 0 0 0 213 702 8:30 AM 0 36 138 1 0 0 34 1 0 0 13 0 130028500 17 1 12 183 628 8:15 AM 0 30 123 0 8 0 0 0 0 0 166 563 8:00 AM 0 33 91 1 0 0 20 0 0 0 12 0 200021400 16 0 5 140 0 7:45 AM 0 25 82 2 5 0 0 0 0 0 139 0 7:30 AM 0 31 51 0 0 0 32 0 0 0 7 0 130020501 7 1 6 118 0 7:15 AM 0 26 67 0 10 0 0 0 0 07:00 AM 0 28 51 1 0 0 14 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Forbes Blvd Forbes Blvd Driveway Eccles Ave 15-min TotalUTLTTHRT Date: 11-05-2019 Peak Hour Count Period: 7:00 AM 9:00 AM SB 18.7%0.77 TOTAL 9.4%0.86 TH RT WB 31.2%0.86 NB 0.0%0.50 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 2.6%0.88 0 1 2 2010000 1 0 11 00 0N Eccles Ave Forbes Blvd Forbes Blvd DrivewayForbes Blvd Eccles Ave883TEV: 0.86PHF:70251123161024 116 1 141 5280 0224603 477 135 615 188 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 2 0 0 0 1 0 1 0 1 0 0 0 0 012 0 1 0 016 0 3 0 0000 0 0 0 00 0 THLT 00100000 0 10 0 4 0 0 0 0 2 0 0 THLT 7010200 16 04000 0 1 0 0 Peak Hour 2 0Count Total 0 710001000 2 6 8:45 AM 0 0 0 0 10 8:30 AM 1000000 3 11 8:15 AM 0 0 0 1 0 0 0 0 0 0 0 0 9 8:00 AM 0000 6 0 7:45 AM 0 0 0 0 0 7:30 AM 20000007:15 AM 0 0 0 0 0 0 1 07:00 AM RT 83 0 Interval Start Forbes Blvd Forbes Blvd Driveway Eccles Ave 15-min Total Rolling One Hour 0 0 0 3 1 1900311300 RTTHLT RTTHLTRT 4 1 31 162 0 Peak Hour 0 6 10 0 28 0 0 0 0 0Count Total 0 10 19 0 0 0 69 18 83000113007100 1 0 7 25 89 8:45 AM 0 3 2 0 5 0 0 0 0 0 22 84 8:30 AM 0 0 3 0 0 0 9 0 0 0 1 0 4008400 0 0 5 18 80 8:15 AM 0 2 3 0 3 0 0 0 0 0 24 79 8:00 AM 0 1 2 0 0 0 7 0 0 0 1 0 70010200 0 0 1 20 0 7:45 AM 0 1 3 0 5 0 0 0 0 0 18 0 7:30 AM 0 1 3 0 0 0 10 0 0 0 0 0 20011200 0 0 2 17 0 7:15 AM 0 0 3 0 6 0 0 0 0 0 TH RT 7:00 AM 0 2 0 0 0 0 7 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Forbes Blvd Forbes Blvd Driveway Eccles Ave 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 3 3 0 0 2 1 9 0 18 310310002 14 3 Peak Hour 36 66 0 13 115 3 4 4 0 6 13 0 1Count Total 66 132 1 23 222 3 0 0 00001105:45 PM 4 9 0 1 14 1 1 0 0 8 1 0 5:30 PM 6 16 0 2 24 0 0 0 0 0 0 0 0 1 1 1 5:15 PM 4 21 0 3 28 0 0 3 0 2 8 0 0 0 0 0 5:00 PM 10 16 0 3 29 3 0 1 0 0 1 0 0 0 0 0 4:30 PM 11 19 0 3 33 0 0 0 0 1 1 0 0 3 5 37 0 EB WB NB SB Total East 4:45 PM 11 10 0 4 25 1 1 0 -0%0%HV%-15%25%0%- 1 1 4:15 PM 11 19 0 2 32 0 0 0 0 0 0 0 1 West North South 4:00 PM 9 22 1 0 3 1 0 0 17 0100682480 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total --24%-3%10%-8%23% Peak Hour All 0 68 105 75 0 7 1 0 0 0 4 0 9 115 055110000 268 1,193 0 HV 0 10 26 0 0 Count Total 0 117 197 3 0 0 1,141 39 0 407 1,987 0 156 1,02100050270082600 4 0 37 235 1,133 5:45 PM 0 8 27 1 5 0 0 0 0 0 308 1,193 5:30 PM 0 14 17 0 0 0 158 0 0 0 2 0 57001772201 6 0 81 322 1,084 5:15 PM 0 22 27 0 12 0 0 0 0 0 268 966 5:00 PM 0 16 19 0 0 0 188 0 0 0 6 0 5900150301 3 0 71 295 0 4:45 PM 0 14 34 1 11 0 1 1 0 0 199 0 4:30 PM 0 16 25 0 0 0 167 0 0 0 4 0 3600110801 9 0 39 204 0 4:15 PM 0 17 23 0 8 0 3 0 0 04:00 PM 0 10 25 1 0 0 109 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Forbes Blvd Forbes Blvd Driveway Eccles Ave 15-min TotalUTLTTHRT Date: 11-05-2019 Peak Hour Count Period: 4:00 PM 6:00 PM SB 4.6%0.82 TOTAL 9.6%0.93 TH RT WB 9.0%0.91 NB 0.0%0.50 Peak Hour: 4:30 PM 5:30 PM HV %:PHF EB 20.7%0.89 0 0 3 3000001 3 0 2 10 0N Eccles Ave Forbes Blvd Forbes Blvd DrivewayForbes Blvd Eccles Ave1,193TEV: 0.93PHF:268017285117048 682 0 730 1220 0134101 105 68 174 953 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 1 0 0 0 0 0 2 0 0 0 0 0 0 003 0 3 1 003 0 3 1 0000 0 0 0 00 0 THLT 00000000 0 03 0 0 0 2 1 0 0 0 0 THLT 10000300 13 06000 0 1 0 0 Peak Hour 0 0Count Total 0 1010000001 1 10 5:45 PM 0 0 0 0 10 5:30 PM 0000000 8 11 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 3 5:00 PM 1000 1 0 4:45 PM 0 0 0 0 0 4:30 PM 10001004:15 PM 0 0 0 0 1 0 0 04:00 PM RT 115 0 Interval Start Forbes Blvd Forbes Blvd Driveway Eccles Ave 15-min Total Rolling One Hour 0 0 0 4 0 900551100 RTTHLT RTTHLTRT 8 0 15 222 0 Peak Hour 0 10 26 0 18 0 1 0 0 0Count Total 0 23 42 1 0 0 114 14 95000001008100 1 0 1 24 106 5:45 PM 0 0 4 0 1 0 0 0 0 0 28 115 5:30 PM 0 4 2 0 0 0 15 0 0 0 1 0 20016500 2 0 1 29 119 5:15 PM 0 0 4 0 3 0 0 0 0 0 25 127 5:00 PM 0 5 5 0 0 0 13 0 0 0 1 0 30010000 0 0 3 33 0 4:45 PM 0 1 10 0 3 0 0 0 0 0 32 0 4:30 PM 0 4 7 0 0 0 16 0 0 0 1 0 10017200 2 0 3 37 0 4:15 PM 0 7 4 0 3 0 1 0 0 0 TH RT 4:00 PM 0 2 6 1 0 0 19 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Forbes Blvd Forbes Blvd Driveway Eccles Ave 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com