Exhibit K - Transportation Analysis — San Jose City Council, August 23, 2022

EXHIBIT K – TRANSPORTATION ANALYSIS
1212 South Winchester Hotel
Development
Transportation Analysis
Prepared for:

Visrael 26, LLC.

June 18, 2020
Hexagon Transportation Consultants, Inc.

Hexagon Office: 8070 Santa Teresa Boulevard, Suite 230
Gilroy, CA 95020
Hexagon Job Number: 19RD24
Phone: 408.846.7410
1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

Table of Contents
Executive Summary ................................................................................................................................... i

1. Introduction ..................................................................................................................................... 1

2. Existing Transportation Setting ..................................................................................................... 15

3. CEQA Transportation Analysis ..................................................................................................... 20

4. Local Transportation Analysis ....................................................................................................... 25

5. Conclusions ................................................................................................................................... 56 Appendices
Appendix A San Jose VMT Evaluation Tool Output Sheet
Appendix B Traffic Counts
Appendix C Approved Trips Inventory
Appendix D Volume Summary
Appendix E Intersection Level of Service Calculations Appendix F Queue Length Calculations
Appendix G Signal Warrant Check
List of Tables
Table 1 CEQA VMT Analysis Screening Criteria for Development Projects ..................................... 12 Table 2 Equivalent Retail Space ....................................................................................................... 21 Table 3 Project Trip Generation Estimates ....................................................................................... 27 Table 4 Signalized Intersection Level of Service Definitions Based on Control Delay ...................... 40 Table 5 Intersection Level of Service Results ................................................................................... 42 Table 6 Queuing Analysis Summary ................................................................................................. 45 Table 7 Freeway Segment Capacity ................................................................................................. 55 List of Figures
Figure 1 Site Location ....................................................................................................................... 2 Figure 2 Proposed Site Plan ............................................................................................................. 3 Figure 3 VMT per Capita Heat Map in San Jose .............................................................................. 8 Figure 4 VMT per Job Heat Map in San Jose ................................................................................... 9 Figure 5 Low VMT per Capita Areas in San Jose ........................................................................... 10 Figure 6 Low VMT per Job Areas in San Jose ................................................................................ 11 Figure 7 Existing Bicycle Facilities .................................................................................................. 17 Figure 8 Existing Transit Services ................................................................................................... 19 Figure 9 VMT per Employee Heat Map in Project Area .................................................................. 22 Figure 10 Project Trip Distribution .................................................................................................... 28 Figure 11 Project Trip Assignment ................................................................................................... 29 Figure 12 Existing Lane Configurations ............................................................................................ 31 Figure 13 Winchester Boulevard Complete Street Improvement ..................................................... 32 Figure 14 Existing Traffic Volumes ................................................................................................... 36 Figure 15 Background Traffic Volumes ............................................................................................ 37 Figure 16 Background Plus Project Traffic Volumes ........................................................................ 38 Figure 17 Cumulative Plus Project Traffic Volumes ......................................................................... 39 Figure 18 Gross Project Trips at Site Driveways .............................................................................. 47 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

Figure 19 Cadillac Residential Parking Program .............................................................................. 52 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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Executive Summary
This report presents the results of a Transportation Analysis (TA) for the proposed Winchester Hotel development at 1212-1224 South Winchester Blvd in the City of San Jose. The project site is located along the east side of Winchester Boulevard, approximately 450 feet north of Payne Avenue and within a designated Urban Village (Winchester Boulevard.

As proposed, the development would consist of the replacement of two single-family homes on-site with a 119-room hotel providing a total of 67 off-street parking spaces within a single below grade parking level. Access to and from the project site would be provided via one right-in/right-out driveway along Winchester Boulevard.

Transportation Analysis Scope
The transportation analysis of the project was evaluated following the standards and methodologies set forth in the City of San Jose’s Transportation Analysis Policy (Council Policy 5-1), City of San Jose’s Transportation Analysis Handbook 2018, the Santa Clara Valley Transportation Authority (VTA) Congestion Management Program’s Transportation Impact Guidelines (October 2014), the City of Campbell traffic analysis guidelines, and by the California Environmental Quality Act (CEQA). Based on the City of San Jose’s Transportation Policy and Transportation Analysis Handbook 2018, the TA report for the project consists of a CEQA vehicle-miles-traveled (VMT) analysis and a supplemental Local Transportation Analysis (LTA).

CEQA Transportation Analysis Scope
The CEQA transportation analysis for the project consists of a project-level VMT impact analysis using the City’s VMT tool and a cumulative impact analysis that demonstrates the project’s consistency with the Envision San Jose 2040 General Plan.

Local Transportation Analysis Scope
The LTA includes the evaluation of weekday AM and PM peak hour operations at a limited number of intersections for the purpose of identifying operational issues (queuing, signal operations, and potential multi-modal issues) at intersections in the general vicinity of the project site. However, the determination of project impacts per CEQA requirements is based solely on the VMT analysis.

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based on the type of project, characteristics, and/or location. If a project meets the City’s screening criteria, the project is expected to result in less-than-significant VMT impacts and a detailed CEQA VMT analysis is not required.

Since the characteristics of the proposed hotel would have similar trip generating characteristics to retail space, the proposed hotel was converted into an equivalent amount of retail space based on trip generation estimates derived utilizing trip rates published in the Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 10
th Edition (2017). Based on the hotel rooms to retail space conversion, the proposed hotel project is expected to generate traffic equivalent to approximately 38,600 square feet of retail space.

Per the City of San Jose VMT screening criteria, retail projects of 100,000 square feet or less are considered local-serving. Therefore, the proposed hotel does not require a detailed CEQA VMT analysis.

Cumulative (GP Consistency) Evaluation
Projects must demonstrate consistency with the Envision San José 2040 General Plan to address cumulative impacts. Consistency with the City’s General Plan is based on the project’s density, design, and conformance to the General Plan goals and policies. If a project is determined to be inconsistent with the General Plan, a cumulative impact analysis is required per the City’s Transportation Analysis Handbook.

The project site is located within the Winchester Boulevard Urban Village. Urban villages are defined as walkable, bicycle-friendly, transit-oriented, mixed use settings that provide both housing and jobs, thus supporting the policies and goals of the General Plan. The project is consistent with the General Plan and Winchester Boulevard Urban Village goals and policies for the following reasons:
 The project frontage along Winchester Boulevard will be consistent with planned streetscape design features of Grand Boulevards and the Winchester Boulevard Urban Village Plan.  The project frontage along Winchester Boulevard will be designed to accommodate the planned Winchester Boulevard Complete Street improvements including protected bicycle lanes, wider sidewalks, and other pedestrian safety features.
 The project site is adjacent to bus stops and bicycle lanes on Winchester Boulevard.

Therefore, based on the project description, the proposed project would be consistent with the Urban Village Planning Concepts and the Envision San José 2040 General Plan. Thus, the project would be considered as part of the cumulative solution to meet the General Plan’s long-range transportation goals and would result in a less-than-significant cumulative impact.

Local Transportation Analysis
The intersection operations analysis is intended to quantify the operations of intersections and to identify potential negative effects due to the addition of project traffic. However, a potential adverse effect on a study intersection operation is not considered a CEQA impact metric.

The LTA includes the analysis of AM and PM peak-hour traffic conditions for four signalized and one unsignalized intersections, following the standards and methodology set forth by the Cities of San Jose and Campbell.

Trip Generation
After applying the ITE trip rates, and appropriate trip reductions, it is estimated that the project would generate an additional 1,455 daily vehicle trips, with 64 trips (37 inbound and 27 outbound) occurring 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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during the AM peak hour and 75 trips (37 inbound and 38 outbound) occurring during the PM peak hour.

Future Intersection Operation Conditions
The operations analysis shows that all of the study intersections are projected to operate at acceptable levels of service, based on the Cities of San Jose and Campbell, and CMP intersection operations standard of LOS D and E, respectively, under background conditions, background plus project, and cumulative plus project conditions during both the AM and PM peak hours.

I-280/Winchester Boulevard Interchange Area Transportation Development Policy The TDP provides partial funding, via a traffic impact fee imposed on proposed development, for the implementation of a new westbound off-ramp from I-280 to Winchester Boulevard to reduce traffic congestion at the I-880/Stevens Creek and Stevens Creek Boulevard corridors. The traffic fee is based on the estimated trips to be added to the new westbound off-ramp from I-280 to Winchester Boulevard during the PM peak hour by each individual development. It is estimated that the proposed project will result in the addition of four PM peak hour trips to the planned I-280 to Winchester Boulevard ramp.

Site Access and On-Site Circulation
Site access was evaluated to determine the adequacy of the site’s access points with regard to the following: traffic volume, delays, vehicle queues, geometric design, and corner sight distance. On-site vehicular circulation was reviewed in accordance with generally accepted traffic engineering standards and transportation planning principles.

Recommended Site Access and On-Site Circulation Improvements Winchester Complete Street Improvements. The Winchester Boulevard Urban Village Plan identifies the following complete street improvements along Winchester Boulevard:
 Protected bike lanes along both sides of Winchester Boulevard. The bike lanes will be physically separated from vehicle travel lanes.
 At least four vehicular travel lanes and two flex lanes for vehicle travel or parking.  Construction of a raised median with limited breaks.
 In order to close the sidewalk gap on the east side of Winchester Boulevard, it is recommended that the City staff work with the owner of the adjacent property to the north to install a sidewalk per City design standards.

Adhere to City of San Jose Design Standards and Guidelines. The design of the project site, including but not limited to driveways, sidewalks, corner radii, street width, parking dimensions, and signage, should adhere to City of San Jose design standards and guidelines. Specific site access and on-site circulation recommended improvements are summarized below:
 In addition to providing a 20-foot sidewalk along the project frontage, the site driveway design must ensure the safe travel of pedestrians and bicyclists along Winchester Boulevard.

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 In lieu of providing off-street loading spaces, it is recommended that the project applicant work with City staff to determine the feasibility of providing a public loading zone on Winchester Boulevard along the project frontage.
 The City may not be supportive of the proposed loading zone along Winchester Boulevard and may require that the loading area be moved on-site. The project should work with the City to determine the feasibility of the proposed passenger loading zone on Winchester Boulevard.

 The site should provide time restricted parking spaces on-site for guest check-in and a valet drop-off/pick-up area that can accommodate the storing of at least two vehicles.

Parking Supply
Vehicular Parking
The City’s parking requirements for hotels are as follows: one parking space per room and one parking space per employee. The project would have 119 rooms and a maximum of 10 employees on-site.

Based on the City’s parking code requirements, the project would need to provide a total of 129 off- street parking spaces. The project is located in the Winchester Boulevard Urban Village. The Urban Village Overlay allows for a 20 percent reduction in parking with the implementation of a Transportation Demand Management (TDM) plan. With the 20 percent reduction, the required parking would be reduced to 104 parking spaces. The project proposes a total of 67 parking spaces, which is a 52 percent reduction from the City’s standard parking requirements.

In accordance with Sections 20.70.330 and 20.90.220 of the San Jose Code of Ordinances, which allows up to a 50% parking reduction, the additional 32 percent reduction could be allowed with the implementation and maintenance of a TDM plan. A separate TDM plan for the proposed project that meets the requirements set forth in the City’s Zoning Code will be prepared by Hexagon. The project will be required to submit and have approved by the City its TDM program.

Bicycle Parking
According to the City’s Bicycle Parking Standards, the project is required to provide 13 bicycle parking spaces. The project site plan indicates that two bicycle storage areas will be located within the basement level of the parking garage. The storage areas are shown to provide space for a total of 27 bicycles. Therefore, the proposed bicycle parking on-site will exceed the City’s requirements and encourage the use of non-auto modes of travel and minimize the demand for on-site parking.

Pedestrian, Bicycle, and Transit Analysis
Pedestrian Facilities
Existing sidewalks along Winchester Boulevard provide a pedestrian connection between the project site and pedestrian destinations in the project vicinity. Crosswalks with pedestrian signal heads are located at the signalized intersection of Winchester Boulevard and Payne Avenue. All of the roadways in the vicinity of the project site have sidewalks on both sides of the street, except a short segment on the east side of Winchester Boulevard along the frontages of the project site and one adjacent property to the north. The project will install a 20-foot sidewalk along its frontage on Winchester Boulevard.

However, in order to close the sidewalk gap on the east side of Winchester Boulevard, it is recommended that the City staff work with the owner of the adjacent property to the north to install a sidewalk per City design standards.
1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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Bicycle Facilities
The bikeways within the vicinity of the project site would remain unchanged under project conditions.

Currently, no bike facilities exist on Winchester Boulevard between Payne Avenue and Moorpark Avenue that would provide connections to other bicycle facilities in the project vicinity.

The San Jose Bike Plan 2020 indicates that a variety of bicycle facilities are planned in the study area, some of which would benefit the project and adhere to the goals of the Envision 2040 General Plan. Of the planned facilities, the following are relevant to the project.

Class II bike lanes are planned for:
 Winchester Boulevard, between Payne Avenue and Moorpark Avenue  Cypress Avenue, between Williams Road and Moorpark Avenue Class III bike routes are planned for:
 Payne Avenue, between Winchester Boulevard and Greenbriar Avenue  Greenbriar Avenue, between Payne Avenue and Westfield Avenue  Westfield Avenue, between Greenbriar Avenue and Daniel Way Transit Services
The project site is adequately served by the existing VTA transit services. The nearest bus stop to the project site are located at the Winchester Boulevard/Payne Avenue intersection approximately 400 feet from the project site and are served by Route 60. The new transit trips generated by the project are not expected to create demand in excess of the transit service that is currently provided.

As a Grand Boulevard it is envisioned that Winchester Boulevard could potentially be included in the VTA Bus Rapid Transit (BRT) System. However, there are no plans at this time for a BRT line on Winchester Boulevard.

1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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1. Introduction
This report presents the results of a Transportation Analysis (TA) for the proposed Winchester Hotel development at 1212-1224 South Winchester Blvd in the City of San Jose. The project site is located along the east side of Winchester Boulevard, approximately 450 feet north of Payne Avenue and within a designated Urban Village (Winchester Boulevard). According to the Envision San Jose 2040 General Plan, the Urban Village strategy fosters:
 Mixed residential and employment activities that are attractive to an innovative workforce  Revitalization of underutilized properties that have access to existing infrastructure  Densities that support transit use, bicycling, and walking  High-quality urban design
As proposed, the development would consist of the replacement of two single-family homes on-site with a 119-room hotel providing a total of 67 parking spaces. Access to and from the project site would be provided via one right-in/right-out driveway along Winchester Boulevard. The project site location, the surrounding study area, and the Winchester Boulevard Urban Village boundary are shown on Figure 1.

The project site plan is shown on Figure 2.

The transportation analysis of the project was evaluated following the standards and methodologies set forth in the City of San Jose’s Transportation Analysis Policy (Council Policy 5-1), the City of San Jose Transportation Analysis Handbook 2018, the Santa Clara Valley Transportation Authority (VTA) Congestion Management Program’s Transportation Impact Guidelines (October 2014), the City of Campbell traffic analysis guidelines, and by the California Environmental Quality Act (CEQA). Based on the City of San Jose’s Transportation Policy and Transportation Analysis Handbook 2018, the TA report for the project consists of a CEQA vehicle-miles-traveled (VMT) analysis and a supplemental Local Transportation Analysis (LTA).

Transportation Policies
Historically, transportation analysis has utilized delay and congestion on the roadway system as the primary metric for the identification of traffic impacts and potential roadway improvements to relieve traffic congestion that may result due to proposed/planned growth. However, the State of California has recognized the limitations of measuring and mitigating only vehicle delay at intersections and in 2013 passed Senate Bill (SB) 743, which requires jurisdictions to stop using congestion and delay metrics, such as Level of Service (LOS), as the measurement for CEQA transportation analysis. With the adoption of SB 743 legislation, public agencies will soon be required to base the determination of transportation impacts on Vehicle Miles Traveled (VMT) rather than level of service. 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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Figure 1
Site Location
880
280
Payne AvePayne Ave
Williams RdWilliams Rd
Hamilton AveHamilton Ave
Eden Ave
Eden Ave
W
inchester Blvd
W
inchester Blvd
17 San Tom
as Expressway
San Tom
as Expressway
Fireside DrFireside Dr
= Project Site Location
= City of San Jose
LEGEND:
= City of Campbell
= Winchester Boulevard
Urban Village Boundary
1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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Figure 2
Proposed Site Plan

1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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Figure 2 (Cont’d)
Proposed Site Plan (Basement Parking Level)

1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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In adherence to SB 743, the City of San Jose has adopted a new Transportation Analysis Policy, Council Policy 5-1. The policy replaces its predecessor (Policy 5-3) and establishes the thresholds for transportation impacts under the CEQA based on vehicle miles traveled (VMT) instead of levels of service (LOS). The intent of this change is to shift the focus of transportation analysis under CEQA from vehicle delay and roadway auto capacity to a reduction in vehicle emissions, and the creation of robust multimodal networks that support integrated land uses. The new transportation policy aligns with t he
currently adopted General Plan which seeks to focus new development growth within Planned Growth Areas, bringing together office, residential, and supporting service land uses to internalize trips and reduce VMT. All new development projects are required to analyze transportation impacts using the VMT metric and conform to Council Policy 5-1.

The Circulation Element of the Envision San José 2040 General Plan includes a set of balanced, long- range, multi-modal transportation goals and policies that provide for a transportation network that is safe, efficient and sustainable (minimizes environmental, financial, and neighborhood impacts). These transportation goals and policies are intended to improve multi-modal accessibility to all land uses and create a city where people are less reliant on driving to meet their daily needs. The Envision San Jose 2040 General Plan contains the following policies to encourage the use of non-automobile transportation modes to minimize vehicle trip generation and reduce VMT:
 Consider impacts on overall mobility and a ll travel modes when evaluating transportation impacts of new developments or infrastructure projects (TR-1.2);  Through the entitlement process for new development, projects shall be required to fund or construct needed transportation improvements for all transportation modes, giving first consideration to improvement of biking, walking and transit facilities and services that encourage reduced vehicle travel demand (TR-1.4);
 Require new development where feasible to provide on-site facilities such as bicycle storage and showers, provide connections to existing and planned facilities, dedicate land to expand existing facilities or provide new facilities such as sidewalks and/or bicycle lanes/paths, or share in the cost of improvements (TR-2.8);
 As part of the development review process, require that new development along existing and planned transit facilities consist of land use and development types and intensities that contribute towards transit ridership. In addition, require that new development is designed to accommodate and to provide direct access to transit facilities (TR-3.3);  Discourage, as part of the entitlement process, the provision of parking spaces significantly above the number of spaces required by code for a given use (TR-8.4);  Allow reduced parking requirements for mixed-use developments and for developments providing shared parking or a comprehensive transportation demand management (TDM) program, or developments located near major transit hubs or within Villages and Corridors and other growth areas (TR-8.6);
 Encourage private property owners to share their underutilized parking supplies with the general public and/or other adjacent private developments (TR-8.7);  Within new development, create and maintain a pedestrian-friendly environment by connecting the internal components with safe, convenient, accessible, and pleasant pedestrian facilities and by requiring pedestrian connections between building entrances, other site features, and adjacent public streets (CD-3.3);
 Create a pedestrian-friendly environment by connecting new residential development with safe, convenient, accessible, and pleasant pedestrian facilities. Provide such connections between 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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new development, its adjoining neighborhood, transit access points, schools, parks, and nearby commercial areas (LU-9.1);
 Encourage all developers to install and maintain trails when new development occurs adjacent to a designated trail location. Use the City’s Parkland Dedication Ordinance and Park Impact Ordinance to have residential developers build trails when new residential development occurs adjacent to a designated trail location, consistent with other parkland priorities. Encourage developers or property owners to enter into formal agreements with the City to maintain trails adjacent to their properties (PR-8.5).

VMT Analysis
The City of San Jose’s Transportation Analysis Policy establishes procedures for determining project impacts on VMT based on project description, characteristics, and/or location. The City of San Jose defines VMT as the total miles of travel by personal motorized vehicles a project is expected to generate in a day. VMT is calculated for residential, office, and industrial projects using the Origin- Destination VMT method, which measures the full distance of personal motorized vehicle-trips with one end within the project. A project’s VMT is compared to established thresholds of significance based on the project location and type of development. When assessing a residential project, the project’s VMT is divided by the number of residents expected to occupy the project to determine the VMT per capita.

When assessing an office or industrial project, the project’s VMT is divided by the number of employees.

Typically, development projects that are farther from other, complementary land uses (such as a business park far from housing) and in areas without transit or active transportation infrastructure (bike lanes, sidewalks, etc.) generate more driving than development near complementary land uses with more robust transportation options. Therefore, developments located in a central business district with high density and diversity of complementary land uses and frequent transit services are expected to internalize trips and generate shorter and fewer vehicle trips than developments located in a suburban area with low density of residential developments and no transit serve in the project vicinity.

VMT Evaluation Tool
To determine whether a project would result in CEQA transportation impacts related to VMT, the City has developed the San Jose VMT Evaluation Tool to streamline the analysis for development projects.

For non-residential or non-office projects, very large projects, or projects that can potentially shift travel patterns, the City’s Travel Demand Model can be used to determine project VMT.

Based on the assessor’s parcel number (APN) of a project, the VMT evaluation tool identifies the existing average VMT per capita and VMT per employee for the project area. Based on the project location, type of development, project description, and proposed trip reduction measures, the VMT evaluation tool calculates the project VMT. Projects located in areas where the existing VMT is above the established threshold are referred to as being in “high-VMT areas”. Projects in high-VMT areas are required to include a set of VMT reduction measures that would reduce the project VMT to the extent possible.

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The thresholds of significance for development projects, as established in the Transportation Analysis Policy, are based on the existing citywide average VMT level for residential uses and the existing regional average VMT level for employment uses. Figures 3 and 4 show the current VMT levels estimated by the City’s travel demand model. Areas are color-coded based on the level of existing VMT:
 Green-filled areas are parcels with existing VMT less than the City’s residential and employee thresholds of 10.12 VMT per capita and 12.21 per employee. The thresholds are calculated by subtracting 15 percent from the citywide average of 11.91 VMT per capita and regional average of 14.37 per employee.
 Yellow-filled areas are parcels with existing VMT between the residential and employee thresholds and the city-wide average of 11.91 VMT per capita and regional average 14.37 VMT per employee.
 Orange-filled areas are parcels with existing VMT greater than the residential and employee thresholds. However, a project’s VMT impact may be mitigated by implementing VMT-reducing measures.

Red-filled areas are parcels with existing VMT greater than the residential and employee threshold. Implementing VMT-reducing measures will not be sufficient to reduce a project’s VMT to less than the threshold of significance.

Average per-capita and per-employee VMT for all the existing developments within ½ mile buffer of each parcel in the City serves as the baseline from which a project is evaluated. The VMT in the proposed project site vicinity is presented in further detail in Chapter 3.

Screening for VMT Analysis
The City’s VMT methodology includes screening criteria that are used to identify types, characteristics, and/or locations of projects that would not exceed the CEQA thresholds of significance. If a project or a component of a mixed-use project meets the screening criteria, it is then presumed that the project or the component would result in a less-than-significant VMT impact and a VMT analysis is not required.

The type of development projects that may meet the screening criteria include the following:
(1) small infill projects
(2) local-serving retail
(3) local-serving public facilities
(4) projects located in Planned Growth Areas with low VMT and High-Quality Transit (5) deed-restricted affordable housing located in Planned Growth Areas with High-Quality Transit

Figures 5 and 6 identify areas within the City that currently have low VMT levels estimated by the City for residents and workers, respectively, for which transit supportive development located within a priority growth area would be screened out of the evaluation of VMT. Table 1 summarizes the screening criteria that must be considered for each type of development project as identified in the City of San Jose Transportation Analysis Handbook.

For the purpose of VMT evaluation, hotel rooms are converted to equivalent retail space to provide an estimate of similar trip-making characteristics (origin and destination of trips). Per the City of San Jose VMT screening criteria, retail projects of 100,000 square feet or less are considered local-serving.

Based on the hotel rooms to retail space conversion, the proposed hotel project is expected to generate traffic equivalent to 38,600 square feet of retail space. Therefore, the proposed hotel will be less than the 100,000 s.f. retail threshold screening criterion for local-serving retail and does not require a detailed CEQA transportation analysis, as described in further detail in Chapter 3. 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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Figure 3
VMT per Capita Heat Map in San Jose

Source: City of San Jose Transportation Analysis Handbook (April 2018) 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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Figure 4
VMT per Job Heat Map in San Jose

Source: City of San Jose Transportation Analysis Handbook (April 2018) 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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Figure 5
Low VMT per Capita Areas in San Jose

Source: City of San Jose Transportation Analysis Handbook (April 2018) 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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Figure 6
Low VMT per Job Areas in San Jose
Source: City of San Jose Transportation Analysis Handbook (April 2018) 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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Table 1
CEQA VMT Analysis Screening Criteria for Development Projects

Source: City of San José Transportation Analysis Handbook, April 2018.

Local-Serving
Public Facilities  Local-serving public facilities
Residential/Office
Projects or
Components
 Planned Growth Areas: Located within a Planned Growth Area as defined in the Envision San José 2040 General Plan; AND
 High-Quality Transit: Located within ½ a mile of an existing major transit stop or an existing stop along a high-quality transit corridor; AND
 Low VMT: Located in an area in which the per capita VMT is less than or equal to the CEQA significance threshold for the land use; AND
 Transit-Supporting Project Density :
 Minimum Gross Floor Area Ratio (FAR) of 0.75 for office projects or components;  Minimum of 35 units per acre for residential projects or components;  If located in a Planned Growth Area that has a maximum density below 0.75 FAR or 35 units per acre, the maximum density allowed in the Planned Growth Area must be met; AND  Parking:
 No more than the minimum number of parking spaces required;  If located in Urban Villages or Downtown, the number of parking spaces must be adjusted to the lowest amount allowed; however, if the parking is shared, publicly available, and/or “unbundled”, the number of parking spaces can be up to the zoned minimum; AND  Active Transportation: Not negatively impact transit, bike or pedestrian infrastructure.  Affordability: 100% restricted affordable units, excluding unrestricted manager units; affordability must extend for a minimum of 55 years for rental homes or 45 years for for-sale homes; AND
 Planned Growth Areas: Located within a Planned Growth Area as defined in the Envision San José 2040 General Plan; AND
 High Quality Transit: Located within ½ a mile of an existing major transit stop or an existing stop along a high quality transit corridor; AND
 Transit-Supportive Project Density :
 Minimum of 35 units per acre for residential projects or components;  If located in a Planned Growth Area that has a maximum density below 35 units per acre, the maximum density allowed in the Planned Growth Area must be met; AND  Transportation Demand Management (TDM): If located in an area in which the per capita VMT is higher than the CEQA significance threshold, a robust TDM plan must be included; AND  Parking:
 No more than the minimum number of parking spaces required;  If located in Urban Villages or Downtown, the number of parking spaces must be adjusted to the lowest amount allowed; however, if the parking is shared, publicly available, and/or “unbundled”, the number of parking spaces can be up to the zoned minimum; AND  Active Transportation: Not negatively impact transit, bike or pedestrian infrastructure.

Restricted
Affordable
Residential
Projects or
Components
Type Screening Criteria
Small Infill
Projects
 Single-family detached housing of 15 units or less; OR  Single-family attached or multi-family housing of 25 units or less; OR  Office of 10,000 square feet of gross floor area or less; OR  Industrial of 30,000 square feet of gross floor area or less Local-Serving
Retail  100,000 square feet of total gross floor area or less without drive-through operations 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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Local Transportation Analysis Scope
A local transportation analysis (LTA) supplements the CEQA VMT analysis and identifies transportation and traffic operational issues that may arise due to a development project. The LTA includes an evaluation of the effects of the project on transportation, access, circulation, and related safety elements in the proximate area of the project.

Intersection Operations Analysis
The evaluation of a project’s impact on level of service at intersections under the jurisdiction of the City of San Jose is no longer required. Per Senate Bill (SB) 743 and the updated CEQA Guidelines. (Section 15064.3) Nov 2017, beginning July 1, 2020 the use of intersection level of service as a metric for determining impacts of development growth on the transportation system will no longer be permitted. Therefore, the identification of level of service impacts in adjacent jurisdictions due to the development within San Jose, would not be consistent with the updated CEQA guidelines nor current City of San Jose transportation Policy.

However, since the VTA’s Congestion Management Program (CMP) and City of Campbell have yet to adopt and implement guidelines and standards for the evaluation of transportation impacts using VMT, the effects of the proposed project traffic on the CMP-designated intersection of Winchester Boulevard and Hamilton Avenue within the City of Campbell and freeway segments in the vicinity of the project area were evaluated following the current peak-hour LOS standards and methodologies as outlined in the VTA Transportation Impact Analysis Guidelines and City of Campbell traffic analysis guidelines.

However, the determination of project impacts per CEQA requirements is based solely on the VMT analysis.

The LTA includes the evaluation of weekday AM and PM peak hour operations at a limited number of intersections for the purpose of identifying operational issues (queuing, signal operations, and potential multi-modal issues) at intersections in the general vicinity of the project site.

Traffic conditions at the study intersections were analyzed for both the weekday AM and PM peak hours of adjacent street traffic. The AM peak hour typically occurs between 7:00 AM and 9:00 AM and the PM peak hour typically occurs between 4:00 PM and 6:00 PM on a regular weekday. These are the peak commute hours during which most weekday traffic congestion occurs on the roadways in the study area.

Intersection operations conditions were evaluated for the following scenarios:
 Existing Conditions. Existing AM and PM peak hour traffic volumes at all study intersections were obtained from the CMP, previously completed traffic studies, and supplemented with new turning-movement counts.
 Background Conditions. Background traffic volumes were estimated by adding to existing peak hour volumes the projected volumes from approved but not yet completed developments.

The approved project traffic was provided by the City of San Jose in the form of the Approved Trips Inventory (ATI) and by the City of Campbell in the form of a list of projects.  Background Plus Project Conditions. Background plus project conditions reflect projected traffic volumes on the planned roadway network with completion of the project and approved developments. Background traffic volumes with the project were estimated by adding to background traffic volumes the additional traffic generated by the project.  Cumulative Conditions. Cumulative traffic volumes reflect projected traffic volumes on the planned roadway network with completion of the pending developments in the area as well as 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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the proposed project and approved developments. Lists of pending projects in the vicinity was provided by the Cities of San Jose and Campbell.

The LTA also includes a vehicle queuing analysis, an evaluation of potential project impacts on bicycle, pedestrian, and transit facilities, and a review of site access, on-site circulation, and parking demand.

Report Organization
The remainder of this report is divided into four chapters. Chapter 2 describes existing transportation system including the existing roadway network, transit service, bicycle and pedestrian facilities. Chapter 3 describes the CEQA transportation analysis, including VMT analysis methodology, baseline and potential project VMT impacts, and potential cumulative transportation impacts. Chapter 4 describes the LTA including the method by which project traffic is estimated, intersection operations analysis methodology, any adverse intersection traffic effects caused by the project, intersection vehicle queuing analysis, site access and on-site circulation review, effects on bicycle, pedestrian, and transit facilities, and parking. Chapter 5 presents the conclusions of the transportation analysis.

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2. Existing Transportation Setting
This chapter describes the existing conditions of the transportation system within the study area of the project. It describes transportation facilities in the vicinity of the project site, including the roadway network, transit services, and pedestrian and bicycle facilities.

Existing Roadway Network
Regional access to the project site is provided via SR 17 and I-280. These facilities are described below.

SR 17 is a six-lane freeway in the vicinity of the site. It extends from Santa Cruz to I-280 in San Jose, at which point it makes a transition to I-880 to Oakland. Access to the site is provided via its interchange with Hamilton Avenue.

I-280 is an eight-lane freeway in the vicinity of the site. It extends northwest to San Francisco and east to King Road in San Jose, at which point it makes a transition to I-680 to Oakland. North of I-880, I-280 has high occupancy vehicle (HOV) lanes in both directions. Access to and from northbound I-280 to the site is provided via its interchange with Winchester Boulevard and via SR 17 to Hamilton Avenue.

Local access to the site is provided by Winchester Boulevard, Moorpark Avenue, Williams Road, Payne Avenue, Hamilton Avenue, San Tomas Expressway, and Eden Avenue. These roadways are described below.

Winchester Boulevard is a divided six-lane north-south roadway that runs from Los Gatos to Lincoln Street in Santa Clara. In the project vicinity, Winchester Boulevard is considered a “Main Street” based on the City’s General Plan 2040 Street Typologies and has a posted speed limit of 35 mph with sidewalks on both sides of the street and on-street bike lanes between I-280 and Stevens Creek Boulevard. Direct access to and from the project site is provided via a right-in/right-out only driveway along Winchester Boulevard.

Moorpark Avenue is a four-lane east-west roadway that runs from Lawrence Expressway to Bascom Avenue. Moorpark Avenue is considered a “City Connector Street” based on the City’s General Plan 2040 Street Typologies. East of Bascom Avenue, Moorpark Avenue makes a transition into a three- lane one-way roadway to Leigh Avenue. Moorpark Avenue provides access to the project site via Winchester Boulevard.

Williams Road is a two-lane east-west roadway in the vicinity of the project site. It extends east from Moorpark Avenue to South Daniel Way, just east of Winchester Boulevard and is considered as “On- Street Primary Bicycle Facility” based on the City’s General Plan 2040 Street Typologies. Williams Road provides access to the project site via Winchester Boulevard. 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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Payne Avenue is a two-lane east-west roadway in the vicinity of the project site. It extends east from Saratoga Avenue to Almarida Drive, just east of Winchester Boulevard and is considered a “Local Connector Street” based on the City’s General Plan 2040 Street Typologies. Payne Avenue provides access to the project site via Winchester Boulevard.

Hamilton Avenue is a six-lane east-west roadway between Marathon Drive and Leigh Avenue. West of Marathon Drive, Hamilton Avenue narrows to a four-lane roadway and extends west to Campbell Avenue. East of Leigh Avenue, Hamilton Avenue narrows to a four-lane roadway and extends west to Meridian Avenue. Hamilton Avenue provides access to the project site via Winchester Boulevard.

San Tomas Expressway is a north-south expressway that begins at its interchange with US 101 and extends southward through Santa Clara and San Jose and into Campbell, where it transitions into Camden Avenue at SR 17. San Tomas Expressway provides access to and from the project site via Williams Road and Payne Avenue.

Eden Avenue is a two-lane north-south roadway in the vicinity of the project site. It extends north from Hamilton Avenue to Moorpark Avenue. Eden Avenue provides access to the project site via Williams Road and Payne Avenue.

Existing Bicycle and Pedestrian Facilities
Class II Bikeway (Bike Lane). Class II bikeways are striped bike lanes on roadways that are marked by signage and pavement markings. Within the vicinity of the project site, striped bike lanes are present on the following roadway segments.
 Winchester Boulevard, between Hamilton Avenue and Payne Avenue  Hamilton Avenue, west of SR 17
 Payne Avenue, west of Winchester Boulevard
 Williams Road, west of Baywood Avenue
 Moopark Avenue, west of Thornton Way
 Monroe Street, between Tisch Way and Stevens Creek Boulevard  Winchester Boulevard, between Tisch Way and Stevens Creek Boulevard Class III Bikeway (Bike Route). Class III bikeways are bike routes and only have signs to help guide bicyclists on recommended routes to certain locations. In the vicinity of the project site, the following roadway segments are designated as bike routes.
 Payne Avenue, between Winchester Boulevard and Greenbriar Avenue  Eden Avenue, between Impala Drive and Hamilton Avenue  Milton Avenue, south of Hamilton Avenue
 Darryl Drive, between Hamilton Avenue and Payne Avenue  Monroe Street, between Moopark Avenue and Williams Road  Williams Road, between Baywood Avenue and Daniel Way
 Daniel Way, between Williams Road and Westfield Avenue  Thornton Way, between Moorpark Avenue and Downing Avenue  Central Avenue, bewteen Hamilton Avenue and Westfield Avenue  Downing Avenue, east of SR 17
Although none of the residential streets near the project site provide bike lanes or are designated as bike routes, due to their low traffic volumes, many of them are conducive to bicycle usage. The existing bicycle facilities are shown in Figure 7.

The locations of three pedestrian footbridge crossings over freeways in vicinity of the project site are listed below and shown in Figure 7.
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Figure 7
Existing Bicycle Facilities

880
280
Payne AvePayne Ave
Williams RdWilliams Rd
Hamilton AveHamilton Ave
Eden Ave
Eden Ave
W
inchester Blvd
W
inchester Blvd
17 San Tom
as Expwy
San Tom
as Expwy
Fireside DrFireside Dr
Moorpark AveMoorpark Ave
M
onroe St
M
onroe St
Daniel W
ay
Daniel W
ay
Downing AveDowning Ave
Thornton W
ay
Thornton W
ay
Darryl Dr
Darryl Dr
M
ilton Ave
M
ilton Ave
Baywood Ave
Baywood Ave
Impala DrImpala Dr
Westfield AveWestfield Ave
Tisch WayTisch Way
M
onroe St
M
onroe St
Cypress Ave
Cypress Ave
Greenbriar Ave
Greenbriar Ave
Central Ave
Central Ave
= Class II Bike Lane
= Class III Bike Route
= Bike/Ped Freeway
Crossing
= Project Site Location
= City of San Jose
LEGEND:
= City of Campbell
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 SR 17 pedestrian footbridge connecting Westfield Avenue and Downing Avenue  I-280 pedestrian footbridge connecting Moorpark Avenue and Cypress Avenue  I-280 pedestrian footbridge connecting Moopark Avenue and Tisch Way

Controlled crosswalks across Winchester Boulevard are provided near the project site at the signalized Williams Road and Payne Avenue intersections with Winchester Boulevard. Overall, the existing network of sidewalks and crosswalks provides good connectivity and provides pedestrians with safe routes to transit services and other points of interest in the area.

Existing Transit Services
Existing transit service to the study area is provided by the VTA. The VTA transit services are described below and shown on Figure 8.

VTA Bus Services
The project site is served directly by the following VTA bus routes.

Frequent Route 25 runs from the De Anza College to Alum Rock Transit Center and operates from 5:00 AM to 12:30 AM on weekdays with 15- to 30-minute headways during commute periods. Route 25 operates along Winchester Boulevard and Williams Road in the project area. The closest bus stop is located approximately 2,000 feet north of the project site at the intersection of Winchester Boulevard and Williams Road.

Local Route 56 runs from Lockheed Martin to Tambien Station and operates from 5:00 AM to 10:30 PM on weekdays with 30-minute headways during commute periods. The closest bus stop is located approximately 0.6 mile south of the project site at the intersection of Winchester Boulevard and Hamilton Avenue.

Frequent Route 60 runs from the BART Station in Milpitas to Winchester Station via SJC Airport and operates from 5:00 AM to 12:30 AM on weekdays with 15-minute headways during commute periods.

Route 60 operates along Winchester Boulevard in the project area. The closest southbound and northbound bus stops to the project site are located approximately 500 feet south of the project site near the Winchester Boulevard and Payne Avenue intersection.

Express Route 101 runs from the Camden Avenue near Highway 85 to Stanford Research Park in Palo Alto and operates two northbound trips during the morning commute period and two southbound trips during the afternoon commute period with 50- to 60-minute headways. The closest bus stop is located approximately 0.6 mile south of the project site at the intersection of Winchester Boulevard and Hamilton Avenue.

VTA Light Rail Transit (LRT) Service
LRT Green Line runs from the Winchester Transit Center in Campbell to Old Ironsides in Santa Clara and operates from 5:00 AM to 1:00 AM with 15-minute headways during the peak commute periods.

The closest LRT station is located approximately 1.4 miles from the project site at the interchange of SR 17 and Hamilton Avenue.
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Figure 8
Existing Transit Services

880
280
Payne AvePayne Ave
Williams RdWilliams Rd
Hamilton AveHamilton Ave
Eden Ave
Eden Ave
W
inchester Blvd
W
inchester Blvd
17 San Tom
as Expwy
San Tom
as Expwy
Fireside DrFireside Dr
Moorpark AveMoorpark Ave
Thornton W
ay
Thornton W
ay
Hamilton
LRT Station
Hamilton
LRT Station
= Local Route
= Frequent Route
= Express Route
X
XX
= Project Site Location
= City of San Jose
LEGEND:
= City of Campbell
330330330101
25 25
25 60
60 60
56 56
= Light Rail Transit (LRT)
= Bus Stop
X
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3. CEQA Transportation Analysis
This chapter describes the CEQA transportation analysis, including the VMT analysis methodology and significance criteria, potential project impacts on VMT, mitigation measures recommended to reduce significant impacts, and an evaluation of consistency with the City of San Jose’s General Plan.

VMT Analysis Methodology
Per Council Policy 5-1, the effects of the proposed project on VMT was evaluated using the methodology outlined in the City’s Transportation Analysis Handbook. VMT is the total miles of travel by personal motorized vehicles a project is expected to generate in a day. VMT measures the full distance of personal motorized vehicle-trips with one end within the project. When the proposed project is relatively small and would not significantly alter existing traffic patterns, the City’s VMT evaluation tool is used to estimate the project VMT and determine whether the project would result in a significant VMT impact.

The VMT evaluation tool evaluates a list of selected VMT reduction measures that can be applied to a project to reduce the project VMT. There are four strategy tiers whose effects on VMT can be calculated with the VMT evaluation tool:

1. Project characteristics (e.g. density, diversity of uses, design, and affordability of housing) that encourage walking, biking and transit uses.

2. Multimodal network improvements that increase accessibility for transit users, bicyclists, and pedestrians,

3. Parking measures that discourage personal motorized vehicle-trips, and

4. Transportation demand management (TDM) measures that provide incentives and services to encourage alternatives to personal motorized vehicle-trips.

The first three strategies – land use characteristics, multimodal network improvements, and parking – are physical design strategies that can be incorporated into the project design. TDM includes programmatic measures that aim to reduce VMT by decreasing personal motorized vehicle mode share and by encouraging more walking, biking, and riding transit. TDM measures should be enforced through annual trip monitoring to assess the project’s status in meeting the VMT reduction goals.

Based on the assessor’s parcel number (APN) of a project, the VMT evaluation tool identifies the 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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existing average VMT per employee for the project area. Based on the project location, type of development, project description, and proposed trip reduction measures, the VMT evaluation tool calculates the project VMT. Projects located in areas where the existing VMT is greater than the established threshold are referred to as being in “high-VMT areas”. Projects in high-VMT areas are required to include a set of VMT reduction measures that would reduce the project VMT to the extent possible. Figure 9 shows the current VMT levels estimated by the City for workers in the immediate project area.

Based on the project location, type of development, project description, and proposed trip reduction measures, the VMT evaluation tool calculates the project VMT. However, the City’s VMT Evaluation Tool is limited to the evaluation of four general land use categories: residential, office, industrial, and retail. Thus, the use of the VMT evaluation tool for the evaluation of land uses other than the four general land uses described above, such as the proposed hotel, requires the conversion of the proposed land use to an equivalent amount (based on trip generation characteristics) of residential units, office space, industrial space, or retail space.

Since the characteristics of the proposed hotel would have similar trip generating characteristics to retail space, the proposed hotel was converted into an equivalent amount of retail space based on trip generation estimates derived utilizing trip rates published in the Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 10
th Edition (2017). Based on the ITE daily trip rate for hotel (ITE Land Use Code 310), the proposed 119-room hotel is estimated to generate 1,455 daily trips, which is equivalent to the trips estimated to be generated by approximately 38,600 s.f. of retail space. Table 2 presents the retail equivalency calculation.

Table 2
Equivalent Retail Space

CEQA Transportation Analysis Exemption Criteria
The City of San Jose Transportation Analysis Handbook identifies screening criteria that determines whether a CEQA transportation analysis would be required for development projects. The criteria are based on the type of project, characteristics, and/or location.

As discussed previously, hotel rooms are converted to equivalent retail space to provide an estimate of similar trip-making characteristics (origin and destination of trips) for the purpose of VMT evaluation.

Based on the hotel rooms to retail space conversion, the proposed hotel project is expected to generate traffic equivalent to approximately 38,600 square feet of retail space.

Land Use Rate Trip
Hotel (ITE Land Use 310)1 119 Rooms 12.23 1,455
Shopping Center (ITE Land Use 820)1 Equivalent Retail Space2 = 38,600 Square Feet 37.75 1,455 Notes:
1ITE Trip Generation Manual, 10th Edition 2017 (Average Rates) 2Rounded to the nearest 100 square feet.

Size
Daily
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Figure 9
VMT per Employee Heat Map in Project Area
Winchester Blvd
Source: City of San Jose Transportation Analysis Handbook (April 2018) W
illiam
s Rd
Payne Avenue
Fireside Dr
Eden Ave
San Tomas Expwy
17 NORTH
Not to Scale
Project Site
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Cumulative (GP Consistency) Evaluation
Projects must demonstrate consistency with the Envision San José 2040 General Plan to address cumulative impacts. Consistency with the City’s General Plan is based on the project’s density, design, and conformance to the General Plan goals and policies. If a project is determined to be inconsistent with the General Plan, a cumulative impact analysis is required per the City’s Transportation Analysis Handbook.

The project site is located within the Winchester Boulevard Urban Village, which is generally bounded by I-280 to the north, SR 17 to the east, Hamilton Avenue to the south, and San Tomas Expressway to the west (see Figure 1). Urban villages were developed as one of the major strategies of the Envision San José 2040 General Plan. Urban villages are defined as walkable, bicycle-friendly, transit-oriented, mixed use settings that provide both housing and jobs, thus supporting the policies and goals of the General Plan.

The Winchester Boulevard Urban Village Plan identifies the following goals to improve traffic flow, alternative transportation options, and reduce neighborhood cut-through traffic.  Improve traffic flow through multimodal data collection and application and signal coordination and timing improvements.
 Reduce congestion from the road by encouraging off-peak travel as well as more travel through sustainable modes, including walking, biking, transit and ridesharing.  Support robust technology improvements, and appropriately accommodate new technologies, such as autonomous vehicles, in ways that provide net benefit.  Improve transit options and connections to regional transit facilities by prioritizing transit and by upgrading existing bus stop facilities.
 Improve walkability and bikeability with better connections, wider walkways, improved over/undercrossings, shared bikeway in residential neighborhoods, protected or buffered bike lanes on major streets, and better bike parking.
 Limit cut-through traffic, speeding, and parking overflow in residential neighborhoods by slowing speeds and increasing cut-through travel-times in residential neighborhoods, and by providing enough parking to meet the needs of businesses and residents.  Improve wayfinding in ways that reinforce and enhance the identity of the Urban Village and its surrounding neighborhood.
 Remain consistent with the community’s top priorities for future designs of Winchester Boulevard, which are sufficient vehicular travel lanes and protected bike lanes.

The project is consistent with the General Plan and Winchester Boulevard Urban Village goals and policies for the following reasons:
 The project frontage along Winchester Boulevard will be consistent with planned streetscape design features of Grand Boulevards and the Winchester Boulevard Urban Village Plan.  The project frontage along Winchester Boulevard will be designed to accommodate the planned Winchester Boulevard Complete Street improvements including protected bicycle lanes, wider sidewalks, and other pedestrian safety features.
 The project site is adjacent to bus stops and bicycle lanes on Winchester Boulevard. 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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Therefore, based on the project description, the proposed project would be consistent with the Urban Village Planning Concepts and the Envision San José 2040 General Plan. Thus, the project would be considered as part of the cumulative solution to meet the General Plan’s long-range transportation goals and would result in a less-than-significant cumulative impact. 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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4. Local Transportation Analysis
This chapter describes the local transportation analysis including the method by which project traffic is estimated, intersection operations analysis for existing, background, and background plus project, any adverse effects on study intersections caused by the project, intersection vehicle queuing analysis, freeway segment capacity, site access and on-site circulation review, effects on bicycle, pedestrian, and transit facilities, and parking.

Project Description
As proposed, the development would consist of the replacement of two single-family homes on-site with a 119-room hotel providing a total of 67 parking spaces. Access to and from the project site would be provided via one right-in/right-out driveway along Winchester Boulevard.

The project site is located within a designated Urban Village (Winchester Boulevard) per the Envision San Jose 2040 General Plan. Urban villages are walkable, bicycle-friendly, transit-oriented, mixed-use settings that provide both housing and jobs, thus supporting the General Plan’s environmental goals.

Project Trip Estimates
The magnitude of traffic produced by a new development and the locations where that traffic would appear are estimated using a three-step process: (1) trip generation, (2) trip distribution, and (3) trip assignment. In determining project trip generation, the magnitude of traffic entering and exiting the site is estimated for the AM and PM peak hours. As part of the project trip distribution, the directions to and from which the project trips would travel are estimated. In the project trip assignment, the project trips are assigned to specific streets and intersections. These procedures are described below.

Trip Generation
Proposed Project Trips
Through empirical research, data have been collected that indicate the amount of traffic that can be expected to be generated by common land uses. Project trip generation was estimated by applying to the size and uses of the development the appropriate trip generation rates. The average trip generation rates for Hotel (Land Use 310) as published in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 10
th Edition (2017) were applied to the proposed number of hotel rooms to estimate the project trips.
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Trip Reductions
In accordance with San Jose’s Transportation Analysis Handbook (April 2018, Section 4.8, “Intersection Operations Analysis”), the project is eligible for adjustments and reductions from the baseline (gross) trip generation described above. Based on the 2018 San Jose guidelines, the project qualifies for a location-based adjustment. The location-based adjustment reflects the project’s vehicle mode share based on the place type in which the project is located per the San Jose Travel Demand Model. The project’s place type was obtained from the San Jose VMT Evaluation Tool. Based on the Tool, the project site is located within a designated urban area with low access to transit. Therefore, the baseline project trips were adjusted to reflect an urban low-transit mode share. Urban low-transit is characterized as an area with good accessibility, low vacancy, and middle-aged housing stock. Developments within urban low-transit areas have a vehicle mode share of 87%. Thus, a 13% reduction was applied to the trips generated by the proposed project.

Based on the ITE rates with trip reductions, the proposed hotel development would generate a total of 1,266 daily vehicle trips, with 64 trips (37 inbound and 27 outbound) occurring during the AM peak hour and 75 trips (37 inbound and 38 outbound) occurring during the PM peak hour. The project trip generation estimates are presented in Table 3.

Existing Site Trips
Two homes are currently occupying the project site. Field observations revealed that the two homes are generating less than 10 trips during each of the peak hours. Therefore, the LTA utilized a conservative approach and did not take trip credit for the homes.

Trip Distribution and Trip Assignment
The trip distribution pattern for the project was developed based on existing travel patterns on the surrounding roadway system and the locations of complementary land uses. The peak-hour vehicle trips generated by the project were assigned to the roadway network in accordance with the trip distribution pattern, with an emphasis on freeway access and project driveway location. Figure 10 shows the trip distribution pattern, and Figure 11 shows the net trip assignment of project traffic on the local transportation network.

Intersection Operations Methodology
This section presents the methods used to evaluate traffic operations at the study intersections. It includes descriptions of the data requirements, the analysis methodologies, the applicable level of service standards, and the criteria defining adverse effects at the study intersections.

The intersection operations analysis is intended to quantify the operations of intersections and to identify potential negative effects due to the addition of project traffic. However, a potential adverse effect on a study intersection is not considered a CEQA impact metric.

Study Intersections
The study includes an analysis of AM and PM peak-hour traffic conditions for four signalized intersections and one unsignalized intersection. Intersections were selected for study if the project is expected to add 10 vehicle trips per hour per lane to a signalized intersection that meets one of the following criteria as outlined in the Transportation Analysis Handbook.

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Table 3
Project Trip Generation Estimates

ITE1 Pk-Hr Pk-Hr
Land Use Land Use Code Rate Trip Rate In Out In Out Total Rate In Out In Out Total Proposed Land Use
Hotel #310 - Occupied Hotel Rooms 119 Rooms 12.23 1,455 0.62 58% 42% 43 31 74 0.73 49% 51% 43 44 87 Location-Based Reduction (Urban Low-Transit - 13%)2 -189 -6 -4 -10 -6 -6 -12 Total 1,266 37 27 64 37 38 75
Notes:
1 ITE Trip Generation Manual, 10th Edition 2017 (Average Rates) 2 The project site is located within an urban low-transit area based on the City of San Jose VMT Evaluation Tool (February 29, 2019). The trip reductions are based on the percent of mode share for all of the other modes of travel besides vehicle for retail uses.

Size
AM Peak Hour PM Peak Hour
Daily Split Trip Split Trip
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Figure 10
Project Trip Distribution
880280Payne AvePayne AveWilliams RdWilliams RdHamilton AveHamilton Ave 17 Williamsburg DrWilliamsburg DrFireside DrFireside DrDavid AveDavid Ave= Project Site Location= Study Intersection= City of San JoseLEGEND:= City of CampbellX 12345

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Figure 11
Project Trip Assignment

Project Trip Assignment 3-2-20Project Trip Assignment 3-2-20 LEGEND:
= AM(PM) Peak-Hour Traffic Volumes
= Project Site Location
= Study Intersection
XX(XX)
NORTH
Not to Scale
Williams Rd
Fireside Dr
Payne Ave
Hamilton Ave
W
inchester
*
*
1 5
2 3
X
4 Williamsburg Dr
Project Driveway
Blvd
David Ave
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 Within a ½-mile buffer from the project’s property line;  Outside a ½-mile buffer but within a one-mile buffer from the project AND currently operating at D or worse;
 Designated Congestion Management Program (CMP) facility outside of the City’s Infill Opportunity Zones;
 Outside the City limits with the potential to be affected by the project, per the transportation standards of the corresponding external jurisdiction;
 With the potential to be affected by the project, per engineering judgement of Public Works.

The following study intersections are located between a one-half mile and one-mile radii from the project site and were selected based on the above criteria (see Figure 10).

1. Winchester Boulevard and Williams Road (San Jose)

2. Winchester Boulevard and Payne Avenue (San Jose)

3. Winchester Boulevard and David Avenue/Williamsburg Drive (San Jose)

4. Winchester Boulevard and Hamilton Avenue* (Campbell)

5. Winchester Boulevard and Fireside Drive (San Jose - Unsignalized)

*Denotes CMP Intersection

The signalized intersection of Winchester Boulevard and Hamilton Avenue is located within the City of Campbell. However, it is also a CMP designated intersection and subject to CMP LOS standards.

Data Requirements
The data required for the analysis were obtained from new traffic counts, the CMP, the Cities of San Jose and Campbell, and field observations. The following data were collected from these sources:
 existing traffic volumes
 existing lane configurations
 signal timing and phasing
 approved project trips
Lane Configurations
The existing lane configurations at the study intersections were determined by observations in the field and are shown on Figure 12.

It is assumed in this analysis that the transportation network under background, background plus project, and cumulative plus project would be the same as the existing transportation network, with the following exceptions as part of the Winchester Boulevard Complete Street Improvements.

The Winchester Boulevard Urban Village Plan identifies the improvement of Winchester Boulevard between Hamilton Avenue and I-280 to a complete street. Complete streets are roadways designed to safely accommodate many different users, including people who bike, people who walk, transit riders, motorists, and emergency vehicles. The planned streetscape design for Winchester Boulevard includes features of Grand Boulevards and Complete Streets as defined in San José’s General Plan and Complete Streets Design Guidelines (see Figure 13). The Winchester Boulevard Urban Village Plan identifies the following complete street improvements along Winchester Boulevard:
 Protected bike lanes along both sides of Winchester Boulevard. The bike lanes will be physically separated from vehicle travel lanes.
 At least four vehicular travel lanes and two flex lanes for vehicle travel or parking. 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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Figure 12
Existing Lane Configurations

880
280
= Project Site Location
= Study Intersection
= City of San Jose
LEGEND:
= City of Campbell
X
1 2
3 4
5 Payne AvePayne Ave
Williams RdWilliams Rd
Hamilton AveHamilton Ave
Eden Ave
Eden Ave
W
inchester Blvd
W
inchester Blvd
17 San Tom
as Expressway
San Tom
as Expressway
Williamsburg DrWilliamsburg Dr
Fireside DrFireside Dr
David AveDavid Ave
= Stop-Controlled Intersection
= Signalized Intersection
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Figure 13
Winchester Boulevard Complete Street Improvement

DEPARTMENT OF PUBLIC WORKS
AN

CAPITAL OF SILICON VALLEY

CI TY OF
S OSEJ

SAN JOSE, CALIFORNIA
5 TOTAL

LOSS OF PARKING SPACES (THIS SHEET ONLY)
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Figure 13 (Continued)
Winchester Boulevard Complete Street Improvement

DEPARTMENT OF PUBLIC WORKS
AN

CAPITAL OF SILICON VALLEY

CI TY OF
S OSEJ

SAN JOSE, CALIFORNIA
6 TOTAL

LOSS OF PARKING SPACES (THIS SHEET ONLY)
23 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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Figure 13 (Continued)
Winchester Boulevard Complete Street Improvement

DEPARTMENT OF PUBLIC WORKS
AN

CAPITAL OF SILICON VALLEY

CI TY OF
S OSEJ

SAN JOSE, CALIFORNIA
7 TOTAL

LOSS OF PARKING SPACES (THIS SHEET ONLY)
9 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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 Construction of a raised median with limited breaks.

This study conservatively assumes Winchester Boulevard would have four vehicular travel lanes (two lanes in each direction) during the AM and PM peak hours.

Traffic Volumes
Existing Conditions
Existing peak hour traffic volumes at all study intersections were obtained from the CMP, previously completed traffic studies, and supplemented with new turning-movement counts. The existing peak- hour intersection volumes are shown on Figure 14. Intersection turning-movement counts conducted for this analysis are presented in Appendix B. Peak hour intersection turning movement volumes for all intersections and study scenarios are tabulated in Appendix D.

Future Conditions
Background peak hour traffic volumes were estimated by adding to existing volumes the estimated traffic from approved but not yet constructed developments. The added traffic from approved but not yet constructed developments was obtained from the City of San Jose’s Approved Trips Inventory (ATI) database. Trips associated with approved projects in the City of Campbell were estimated based on a list provided by City of Campbell staff. The background traffic scenario predicts a realistic traffic condition that would occur as approved development is built. Background traffic volumes are shown in Figure 15. Project trips were added to background traffic volumes to obtain background plus project traffic volumes (see Figure 16).

Traffic volumes under cumulative plus project conditions were estimated by adding to the background plus project traffic volumes the trips from proposed, but not yet approved (pending) development projects within the Cities of San Jose and Campbell. Pending project trips and/or pending project information was obtained from the Cities of San Jose and Campbell. The cumulative plus project traffic volumes at study intersections are shown Figure 17.

The approved and pending project information are included in Appendix C. The approved trips, proposed project trips, and traffic volumes for all components of traffic are tabulated in Appendix D.

Level of Service Standards and Analysis Methodologies
Traffic conditions at the study intersections were evaluated using level of service (LOS). Level of Service is a qualitative description of operating conditions ranging from LOS A, or free-flow conditions with little or no delay, to LOS F, or jammed conditions with excessive delays. The analysis methods are described below.

All study intersections were evaluated based on the 2000 Highway Capacity Manual (HCM) level of service methodology using the TRAFFIX software. This method evaluates signalized intersection operations on the basis of average control delay time for all vehicles at the intersection. TRAFFIX is also the CMP-designated intersection level of service methodology, thus, the City of San Jose employs the CMP default values for the analysis parameters. The correlation between average control delay and level of service at signalized intersections is shown in Table 4.

Signalized study intersections, with the exception of the CMP-designated intersection at Winchester Boulevard and Hamilton Avenue, are subject to the City of San Jose level of service standards. The City of San Jose has established LOS D as the minimum acceptable intersection operations standard for all signalized intersections unless superseded by an Area Development Policy.

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Figure 14
Existing Traffic Volumes

880
280
Payne AvePayne Ave
Williams RdWilliams Rd
Hamilton AveHamilton Ave
Eden Ave
Eden Ave
W
inchester Blvd
W
inchester Blvd
17 San Tom
as Expressway
San Tom
as Expressway
Williamsburg DrWilliamsburg Dr
Fireside DrFireside Dr
David AveDavid Ave
= Project Site Location
= Study Intersection
= City of San Jose
LEGEND:
= City of Campbell
= AM(PM) Peak Hour
Traffic Volumes
XX(XX)
X
1 2
3 4
5 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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Figure 15
Background Traffic Volumes

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Figure 16
Background Plus Project Traffic Volumes

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Figure 17
Cumulative Plus Project Traffic Volumes

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Table 4
Signalized Intersection Level of Service Definitions Based on Control Delay

City of San Jose Definition of Adverse Intersection Operations Effects According to the City of San Jose’s Transportation Analysis Handbook 2018, an adverse effect on intersection operations occurs if for either peak hour:

1. The level of service at the intersection degrades from an acceptable level (LOS D or better) under background conditions to an unacceptable level under background plus project conditions, or

2. The level of service at the intersection is an unacceptable level (LOS E or F) under background conditions and the addition of project trips cause both the critical-movement delay at the intersection to increase by four or more seconds and the volume-to-capacity ratio (V/C) to increase by one percent (.01) or more.

The exception to this threshold is when the addition of project traffic reduces the amount of average control delay for critical movements, i.e., the change in average control delay for critical movements are negative. In this case, the threshold is when the project increases the critical v/c value by 0.01 or more.

An adverse intersection operations effect by City of San Jose standards may be addressed by implementing measures that would restore intersection level of service to background conditions or better. The City recommends prioritizing improvements related to alternative transportation modes, Level of
Service Description Average Control Delay
per Vehicle (sec.)
A Operations with very low delay occurring with favorable progression and/or short cycle lengths. up to 10.0
B Operations with low delay occurring with good progression and/or short cycle lengths. 10.1 to 20.0
C
Operations with average delays resulting from fair progression and/or longer cycle lengths. Individual cycle failures begin to appear.

20.1 to 35.0
D
Operations with longer delays due to a combination of unfavorable progression, long cycle lengths, or high V/C ratios. Many vehicles stop and individual cycle failures are noticeable.

35.1 to 55.0
Sources: Transportation Research Board, 2000 Highway Capacity Manual. Traffic Level of Service Analysis Guidelines , Santa Clara County Transportation Authority Congestion Management Program, June 2003.

E
Operations with high delay values indicating poor progression, long cycle lengths, and high V/C ratios. Individual cycle failures are frequent occurrences. This is considered to be the limit of acceptable delay.

55.1 to 80.0
F Operation with delays unacceptable to most drivers occurring due to oversaturation, poor progression, or very long cycle lengths.

Greater than 80.0
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parking measures, and/or TDM measures. Improvements that increase vehicle capacity are secondary and must not have unacceptable effects on existing or planned transportation facilities. Unacceptable effects on existing or planned transportation facilities include the following:
 Inconsistent with the General Plan Transportation Network and Street Typologies;  Reduction of any physical dimension of a trans portation facility below the minimum design standards per the San José Complete Streets Design Standards and Guidelines; OR  Substantial deterioration in the quality of existing or planned transportation facilities, including pedestrian, bicycle, and transit systems and facilities, as determined by the Director of Transportation.

Conformance to the CMP Standard
The intersection at Winchester Boulevard and Hamilton Avenue is a CMP-designated intersection.

Based on CMP criteria, a project would fail to meet the CMP intersection standard if the additional project traffic caused one of the following during either peak hour:

1. The level of service at the intersection degrades from an acceptable LOS E or better under background conditions to an unacceptable LOS F under project conditions, or

2. The level of service at the intersection is an unacceptable LOS F under background conditions and the addition of project trips causes both the critical-movement delay at the intersection to increase by four (4) or more seconds and the volume-to-capacity ratio (V/C) to increase by one percent (.01) or more.

An exception to this rule applies when the addition of project traffic reduces the amount of average delay for critical movements (i.e. the change in average delay for critical movements is negative). In this case, the threshold of significance is an increase in the critical V/C value by.01 or more.

An adverse intersection effect by CMP standards is said to be satisfactorily mitigated when measures are implemented that would restore intersection level of service to background conditions or better.

Intersection Operations Analysis Results
The intersection level of service analysis is summarized in Table 5.

Existing Intersection Operation Conditions
Intersection levels of service were evaluated against applicable Cities of San Jose and Campbell, and CMP operations standards. The results of the level of service analysis show all study intersections currently operate at an acceptable LOS D or better during both the AM and PM peak hours, based on the Cities of San Jose and Campbell, and CMP intersection operations standards of LOS D and E, respectively. The level of service calculation sheets are included in Appendix E.

Observed Existing Traffic Conditions
Traffic conditions in the field were observed in order to identify existing operational deficiencies and to confirm the accuracy of calculated levels of service. The purpose of this effort was (1) to identify any existing traffic problems that may not be directly related to intersection level of service, and (2) to identify any locations where the level of service calculation does not accurately reflect level of service in the field.
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Table 5
Intersection Level of Service Results
Int. LOS Peak Count Avg. Avg. Avg. Incr. In Incr. In Avg. # Intersection Jurisdiction Standard Hour Date Delay LOS Delay LOS Delay LOS Crit. Delay Crit. V/C Delay LOS 1 Winchester Boulevard and Williams Road San Jose D AM 11/19/19 32.9 C 35.9 D 35.9 D 0.0 0.003 36.0 D PM 11/19/19 34.7 C 35.5 D 35.6 D 0.3 0.007 36.0 D
2 Winchester Boulevard and Payne Avenue San Jose D AM 11/19/19 38.0 D 37.5 D 37.7 D 0.3 0.015 37.7 D PM 11/19/19 39.2 D 37.5 D 37.8 D 0.1 0.007 37.8 D
3 Winchester Boulevard and David Avenue/Williamsburg Drive San Jose D AM 11/19/19 19.7 B 18.9 B 18.8 B -0.1 0.006 18.8 B PM 11/19/19 22.9 C 20.6 C 20.5 C -0.1 0.006 20.7 C
4 Winchester Boulevard and Hamilton Avenue* CMP E AM 04/24/18 40.0 D 41.1 D 41.2 D 0.1 0.004 41.4 D PM 12/13/18 47.7 D 49.2 D 49.3 D 0.2 0.006 49.6 D
* Denotes CMP Intersection
Cumulative Plus
ProjectExisting Background Background Plus Project
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Field observations revealed the following operational problem that may not be reflected in level of service calculations:

During the PM peak hour, the eastbound queue on Hamilton Avenue intermittently extended back from the SR 17 interchange to Winchester Boulevard resulting in the southbound Winchester Boulevard to eastbound Hamilton Avenue left-turn movement unable to proceed during its green phase. This only occured during a few signal cycles during the peak 15 minutes of the PM peak hour.

All other study intersections operate without any major operational problems.

At the intersections of Winchester Boulevard/David Avenue/Williamsburg Drive and Winchester Boulevard/Payne Avenue, the addition of background and/or project traffic causes the overall average intersection delays to improve slightly. This occurs when project trips are added to movements where the delay is lower than the overall intersection average.

I-280/Winchester Boulevard Interchange Area Transportation Development Policy The I-280/Winchester Boulevard interchange area Transportation Development Policy (TDP) provides for additional capacity in the immediate area of the I-880/Stevens Creek Boulevard and I- 280/Winchester Boulevard interchanges. The TDP was completed for the purpose of managing existing traffic congestion in the I-880/Stevens Creek and I-280/Winchester interchange areas as well as provide additional traffic capacity to accommodate future development such as the proposed project.

The I-880/Stevens Creek and I-280/Winchester interchanges serve as the primary access points to regional freeway facilities in the project area. As such, the Stevens Creek Boulevard and Winchester Boulevard corridors that serve the I-880/Stevens Creek and I-280/Winchester interchanges currently experience traffic congestion during the peak commute hours. The corridors include two Protected Intersections that are currently and projected to continue to operate well below the City’s standard Level of Service Policy. There are no further vehicular capacity improvements available at the intersections.

The TDP provides partial funding, via a traffic impact fee imposed on proposed development, for the implementation of a new westbound off-ramp from I-280 to Winchester Boulevard to reduce traffic congestion at the I-880/Stevens Creek and Stevens Creek Boulevard corridors. The traffic fee is based on the estimated trips to be added to the new westbound off-ramp from I-280 to Winchester Boulevard during the PM peak hour by each individual development. It is estimated that the proposed project will result in the addition of four PM peak hour trips to the planned I-280 to Winchester Boulevard ramp.

Intersection Queuing Analysis
The analysis of intersection operations was supplemented with a vehicle queuing analysis at intersections where the project would add a substantial number of trips to the left-turn movements. The queuing analysis is presented for informational purposes only, since the Cities of San Jose and Campbell have not defined a policy related to queuing. Vehicle queues were estimated using a Poisson probability distribution, which estimates the probability of “n” vehicles for a vehicle movement using the following formula:
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P (x=n) = n e – (
n!
Where:

P (x=n) = probability of “n” vehicles in queue per lane n = number of vehicles in the queue per lane
average # of vehicles in the queue per lane (vehicles per hour per lane/signal cycles per hour) The basis of the analysis is as follows: (1) the Poisson probability distribution is used to estimate the 95 th percentile maximum number of queued vehicles for a particular left-turn movement; (2) the estimated maximum number of vehicles in the queue is translated into a queue length, assuming 25 feet per vehicle; and (3) the estimated maximum queue length is compared to the existing or planned available storage capacity for the left-turn movement. This analysis thus provides a basis for estimating future turn pocket storage requirements at intersections.

For signalized intersections, the 95
th percentile queue length value indicates that during the peak hour, a queue of this length or less would occur on 95 percent of the signal cycles. Or, a queue length larger than the 95th percentile queue would only occur on 5 percent of the signal cycles (about 3 cycles during the peak hour for a signal with a 60-second cycle length). Thus, turn pocket storage designs based on the 95
th percentile queue length would ensure that storage space would be exceeded only 5 percent of the time for a signalized movement. Vehicle queuing at unsignalized intersections are evaluated based on the delay experienced at the specific study turn movement.

A vehicle queuing analysis was conducted for high demand turn movements at the intersections of Winchester Boulevard/Payne Avenue and Winchester Boulevard/Fireside Drive (see Table 6). The analysis indicates that, with the addition of project traffic, the 95 th percentile vehicle queues could be
accommodated by the storage provided at all study locations. The queue length calculations are included in Appendix F.

Signal Warrant Analysis
The need for signalization of an unsignalized intersection is assessed based on the Peak Hour Volume Warrant (Warrant 3) described in the California Manual on Uniform Traffic Control Devices for Streets and Highways (CA MUTCD), Part 4, Highway Traffic Signals, 2014. This method makes no evaluation of intersection level of service, but simply provides an indication whether vehicular peak hour traffic volumes are, or would be, sufficient to justify installation of a traffic signal. Intersections that meet the peak hour warrant are subject to further analysis before determining that a traffic signal is necessary.

Additional analysis may include unsignalized level of service analysis and/or operational analysis such as evaluating vehicle queuing and delay. Other options such as traffic control devices, signage, or geometric changes may be preferable based on existing field conditions.

A peak-hour traffic signal warrant check was conducted for the unsignalized intersection of Winchester Boulevard and Fireside Drive. The results indicate that the projected traffic volumes at the intersection would fall below the thresholds that warrant signalization under all study scenarios during the AM and PM peak hours. The traffic signal warrant calculations are included in Appendix G.

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Table 6
Queuing Analysis Summary

Measurement AM PM AM PM
Existing Conditions
Cycle Length/Control Delay (sec)1 126 140 8.4 10.9
Lanes 1 1 1 1
Volume (vph) 388 88 14 5
Volume (vphpl ) 38 88 81 45
95th %. Queue (veh/ln.) 3 7 1 1
95th %. Queue (ft./ln)2 75 175 25 25
Storage (ft./ ln.) 200 200 250 250
Adequate (Y/N) YES YES YES YES
Background Conditions
Cycle Length/Control Delay (sec)1 126 140 8.7 12.1
Lanes 1 1 1 1
Volume (vph) 399 78 14 5
Volume (vphpl ) 39 97 81 45
Avg. Queue (veh/ln.) 1.4 3.8 0.2 0.2
Avg. Queue1 (ft./ln) 34 94 5 4
95th %. Queue (veh/ln.) 3 7 1 1
95th %. Queue (ft./ln)2 75 175 25 25
Storage (ft./ ln.) 200 200 250 250
Adequate (Y/N) YES YES YES YES
Background Plus Project Conditions
Cycle Length/Control Delay (sec)1 126 140 8.8 12.4
Lanes 1 1 1 1
Volume (vph) 50 108 94 64
Volume (vphpl ) 50 108 94 64
95th %. Queue (veh/ln.) 4 8 1 1
95th %. Queue (ft./ln)2 100 200 25 25
Storage (ft./ ln.) 200 200 250 250
Adequate (Y/N) YES YES YES YES
Notes:
1 Cycle length for signalized intersection and control delay for unsignalized intersection 2 Assumes 25 feet per vehicle queued
Winchester Boulevard and
Payne Avenue
Winchester Boulevard and
Fireside Drive
Southbound Left Northbound Left
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Site Access and On-Site Circulation
The evaluation of site access and circulation is based on the site plan prepared by the Carpira Design Group. Site access was evaluated to determine the adequacy of the site’s access points with regard to the following: traffic volume, delays, vehicle queues, geometric design, and corner sight distance. On- site vehicular circulation was reviewed in accordance with generally accepted traffic engineering standards and transportation planning principles.

Site Access
Vehicular access to the project site at its proposed driveway would be restricted to right-in/right-out turn movements only due to the existing median along Winchester Boulevard. Therefore, inbound project traffic from southbound Winchester Boulevard would be required to proceed past the project site and make a U-turn at the Payne Avenue intersection. Similarly, outbound project traffic that is bound for southbound Winchester Boulevard would be required to exit the project driveway and proceed north along Winchester Boulevard to make a U-turn at the Fireside Drive intersection. It is anticipated that this driveway would serve approximately 64 AM peak hour trips (37 inbound and 27 outbound) and 75 PM peak hour trips (37 inbound and 38 outbound). The estimated gross project trips at the site driveway are shown on Figure 18.

According to the City of San Jose municipal code, on-site two-way drive aisles must be a minimum of 26 feet wide and driveway widths should match the 26 feet wide drive aisles. The widths of the proposed driveway and on-site drive aisle are shown to be more than 26 feet, which satisfy the City’s driveway design requirement. The driveway has a clear throat of approximately 25 feet (measured between the driveway face of curb and the security check point), which can accommodate one vehicle.

Vehicle queuing issues are not expected to occur at the parking garage entrance based on the relatively low number of project trips at the entrance. There may be brief moments when vehicles exiting and entering the parking garage would block the sidewalk. However, it is anticipated that delays to pedestrians on the sidewalk would be relatively brief and it would generally not impact traffic operations on Winchester Boulevard.

Sight Distance
Adequate sight distance will be required at the project driveway along Winchester Boulevard. The project driveway should be free and clear of any obstructions to provide adequate sight distance, thereby ensuring that exiting vehicles can see pedestrians on the sidewalk and other vehicles traveling on Winchester Boulevard. Any landscaping and signage should be located in such a way to ensure an unobstructed view for drivers exiting the site.

Recommendation: Appropriate visible and/or audible warning signals should be provided at the garage entrance to alert pedestrians and bicyclists of vehicles exiting the parking garage.

Adequate sight distance (sight distance triangles) should be provided at the project driveway in accordance with the American Association of State Highway Transportation Officials (AASHTO) standards. Sight distance triangles should be measured approximately 10 feet back from the traveled way. Providing the appropriate sight distance reduces the likelihood of a collision at a driveway or intersection and provides drivers with the ability to exit a driveway and locate sufficient gaps in traffic.

The minimum acceptable sight distance is often considered the AASHTO stopping sight distance. Sight distance requirements vary depending on the roadway speeds. Winchester Boulevard has a posted speed limit of 40 miles per hour (mph). The AASHTO stopping sight distance for a facility with a posted speed limit of 40 mph is 305 feet. Thus, a driver exiting the proposed project driveway on Winchester Boulevard must be able to see 305 feet to the south along Winchester Boulevard. 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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Figure 18
Gross Project Trips at Site Driveways
LEGEND
XX(XX) = AM(PM) Peak-Hour Traffic Volumes

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Based on the project site plan and observations in the field, vehicles exiting the project site driveway on Winchester Boulevard would be able to see approaching traffic on northbound Winchester Boulevard at least to Payne Avenue located approximately 450 feet to the south. Therefore, it can be concluded that the project driveway on Winchester Boulevard would meet the AASHTO minimum stopping sight distance standards.

On-Site Circulation
On-site vehicular circulation was reviewed in accordance with the City of San Jose Zoning Code and generally accepted traffic engineering standards. The parking garage entrance on Winchester Boulevard would lead straight to the ramp down to the basement level. The parking garage follows a standard 90-degree parking layout. The parking aisles are more than 26 feet wide, which meets the City’s standard for 90-degree parking. The widths of the garage entrance and the ramp are also more than 26 feet as shown on the site plan, which meets the City’s standard. The dimensions of the regular parking spaces are 8.6 feet by 17 feet, which do not meet the minimum City standards of 8.5 feet by 18 feet for full-size car spaces.

Recommendation: The proposed parking space dimensions, while not an unusual design, do not meet City standards and should be reviewed by City staff prior to final design. Upon entering the garage at ground floor parking level, vehicles would turn left onto a ramp that leads to the lower basement level of the garage. Overall, the parking layout would provide for adequate vehicular circulation within the parking garage.

A dead-end aisle will exist at the end of the drive aisle on the basement parking level of the garage.

Dead end aisles are undesirable because drivers will enter the aisle, and upon discovering that there is no available parking, must back out or conduct three-point turns. In areas where parking spaces are designated for specific individuals, dead end aisles are less problematic.

Recommendation: It is recommended that the parking spaces located at the end of the dead-end aisle be dedicated for employee use.

Bike and Pedestrian On-Site Circulation
Pedestrian access to the project site is provided at multiple locations along the frontage on Winchester Boulevard and pathways adjacent to the north and south property lines. On Winchester Boulevard project frontage, pedestrian access is provided to the main entrance connected to the proposed 20-foot sidewalk on Winchester Boulevard. Pathways connected to the sidewalks on Winchester Boulevard along the north and south perimeters of the project site provide pedestrian access via entry doors to the building ground level and stairwells to upper levels of the building. Pedestrian circulation within the site appears to provide adequate connectivity between vehicle parking, off-site pedestrian facilities, and on- site amenities. There are three stairwells and six elevators shown on the site plan, each reasonably evenly distributed throughout the site. One of the stairwells and one of the elevators provide access to the basement parking level.

Truck Access
The site plan does not indicate that a loading space will be provided on-site.

Recommendation: In lieu of providing off-street loading spaces, it is recommended that the project applicant work with City staff to determine the feasibility of providing a public loading zone on Winchester Boulevard along the project frontage.

A designated trash collection area is shown on the ground floor level adjacent to the north pathway in the exterior area of the building. Because garbage trucks would not be able to access near the trash collection area, trash bins would have to be wheeled out to the trash staging area along the Winchester 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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Boulevard project frontage where garbage trucks would perform their operations outside of the development at the curb.

Guest and Valet Drop-off/Pick-up Zone Operations
The project proposes to provide an on-street drop-off and pick-up zone along its frontage on Winchester Boulevard, north of the site driveway. There is currently no on-street parking provided along the project frontage. In addition, the planned complete street improvement of Winchester Boulevard would provide two travel lanes with a Class IV bike lane and no on-street parking along the project frontage. Also, since the guest/valet drop-off/pick-up area will be located on a public street, the area will not be restricted to the use of only the hotel and may not be available for guest/valet use at all times.

Therefore, the City may not be supportive of the loading zone along Winchester Boulevard and may require that the loading area be moved on-site. The project should work with the City to determine the feasibility of the proposed passenger loading zone on Winchester Boulevard.

Based on the estimated trip generation, a maximum of 37 inbound trips would need to be served at the proposed guest and valet drop-off/pick-up zone along Winchester Boulevard during the PM peak-hour, or approximately one vehicle every 1.5 minutes. The number of vehicles that can be served at the valet drop-off/pick-up zone will depend on the proposed valet parking operations. However, it is recommended that a minimum of two to three valet staff be present during the peak arrival/departure periods for the hotel. In addition, vehicles should not be retrieved in advance of guests being present at the valet area. Given the limited storage space for valet operations along Winchester Boulevard, the valet area should not be used for transportation network companies (TMCs) such as Uber, Lyft, etc. while waiting for customers.

The site plan does not indicate on-site designated parking spaces for guest check-in or valet drop- off/pick-up areas. The site should provide time restricted parking spaces on-site for guest check-in and a valet drop-off/pick-up area that can accommodate the storing of at least two vehicles.

Twenty-four two car mechanical parking lifts will be provided within the basement parking level. The parking lifts would extend outward onto the drive aisle while parking or retrieving a vehicle from the upper level of the lift. Parking and retrieving vehicles from the mechanical parking lifts would momentarily interfere with vehicular circulation as most of the drive aisle would be blocked by the extended lift. However, all parking operations will be operated by valets who will be familiar with the operations of stacker parking lifts. The project should work with City staff to ensure that specific requirements for the valet operations and mechanical lifts are met.

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Adhere to City of San Jose Design Standards and Guidelines. The design of the project site, including but not limited to driveways, sidewalks, corner radii, street width, parking dimensions, and signage, should adhere to City of San Jose design standards and guidelines. Specific site access and on-site circulation recommended improvements are summarized below:
 In addition to providing a 20-foot sidewalk along the project frontage, the site driveway design must ensure the safe travel of pedestrians and bicyclists along Winchester Boulevard.

Appropriate visible and/or audible warning signals should be provided at the garage entrance to alert pedestrians and bicyclists of vehicles exiting the parking garage.  The proposed parking space dimensions, while not an unusual design, do not meet City standards and show be reviewed by City staff prior to final design.  It is recommended that the parking spaces located at the end of the dead-end aisle be dedicated for employee use.
 In lieu of providing off-street loading spaces, it is recommended that the project applicant work with City staff to determine the feasibility of providing a public loading zone on Winchester Boulevard along the project frontage.
 The City may not be supportive of the proposed loading zone along Winchester Boulevard and may require that the loading area be moved on-site. The project should work with the City to determine the feasibility of the proposed passenger loading zone on Winchester Boulevard.

 The site should provide time restricted parking spaces on-site for guest check-in and a valet drop-off/pick-up area that can accommodate the storing of at least two vehicles.

Bicycle Parking
According to the City’s Bicycle Parking Standards (Chapter 20.90, Table 20-210), the project is required to provide bicycle parking for the project at a rate of one bicycle parking space plus one space per 10 guest rooms. This equates to a total requirement of 13 bicycle parking spaces. The project site plan indicates that two bicycle storage areas will be located within the basement level of the parking garage.

The storage areas are shown to provide space for a total of 27 bicycles. Therefore, the proposed 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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bicycle parking on-site will exceed the City’s requirements and encourage the use of non-auto modes of travel and minimize the demand for on-site parking.

Surrounding On-Street Parking
The project site is located just outside the perimeter of the Cadillac Residential Parking Program (RPP) zone, where a permit is required to use on-street parking from 10:00 PM to 6:00 AM every day except on holidays. In order to obtain a parking permit, the applicant must live in or own a residential property or operate a business in a parking permit zone. Generally, this means that the residence or business must be located on the same side of the street and block face where permit parking signs are posted.

The locations of on-street parking, where an RRP permit is required, are shown on Figure 19.

With the implementation of the required TDM plan, the project will provide adequate parking spaces on- site to satisfy its parking demand and will not have an effect on the Cadillac RPP.

Pedestrian, Bicycle, and Transit Analysis
Existing sidewalks along Winchester Boulevard provide a pedestrian connection between the project site and pedestrian destinations in the project vicinity. Pedestrian traffic primarily would consist of patrons and employees of the proposed project walking to and from surrounding retail establishments, as well as bus stops on Winchester Boulevard and Hamilton Avenue. Crosswalks with pedestrian signal heads are located at the signalized intersection of Winchester Boulevard and Payne Avenue. All of the roadways in the vicinity of the project site have sidewalks on both sides of the street, except a short segment on the east side of Winchester Boulevard along the frontages of the project site and one adjacent property to the north. The project will install a 20-foot sidewalk along its frontage on Winchester Boulevard. However, in order to close the sidewalk gap on the east side of Winchester Boulevard, it is recommended that the City staff work with the owner of the adjacent property to the north to install a sidewalk per City design standards.

The bikeways within the vicinity of the project site would remain unchanged under project conditions.

Currently, no bike facilities exist on Winchester Boulevard between Payne Avenue and Moorpark Avenue that would provide connections to other bicycle facilities in the project vicinity. The San Jose Bike Plan 2020 and Envision 2040 General Plan, as described below, identify planned improvements to the bicycle network within the City and provide policies and goals that are intended to promote and encourage the use of multi-modal travel options and reduce the identified project impacts to the roadway system. The planned improvements to the bicycle network will provide the project site with improved connections to surrounding pedestrian/bike and transit facilities and a balanced transportation system as outlined in the Envision 2040 General Plan goals and policies.

The project site is served directly by VTA local bus line 60, which operates along Winchester Boulevard. The southbound and northbound bus stops for line 60 are located at the intersection of Winchester Boulevard and Payne Avenue. It can be assumed that some patrons and employees of the proposed hotel would utilize the existing transit services. Applying an estimated three percent transit mode share, which is probably the highest that could be expected for the project, equates to approximately two new transit riders during the AM peak hour and three new transit riders during the PM peak hour. Assuming the existing transit service would remain unchanged with line 60 providing service with 15-20-minute headways during the peak commute periods at bus stops along Winchester Boulevard, the estimated number of new transit riders using the bus stops located near the project site would equate to no more than three new riders per bus during the peak hours. VTA operations reports indicate that the 60-bus line as well as several other bus lines in the project area serve less than ideal ridership. Therefore, the new riders due to the proposed project could be accommodated by the current 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

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Figure 19
Cadillac Residential Parking Program
= Cadillac RPP Permit Required
for Parking from 10PM to 6AM
Everyday, except for Holidays
= Project Site Location

LEGEND:

Source: City of San Jose
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available capacity of the bus service in the study area and improvement of the existing transit service would not be necessary with the project.

Public Transit/Pedestrian/Bike Improvements
The proposed project site is located within the Winchester Boulevard Urban Village Boundary and fronts Winchester Boulevard, which has been designated as a Grand Boulevard by the Envision San José 2040 General Plan. Sites within an Urban Village and located along a Grand Boulevard must incorporate additional urban design and architectural elements that will facilitate a building with pedestrian orientated design and activate the pedestrian public right-of-way.

The Envision 2040 General Plan identifies goals and policies that are dedicated to the enhancement of the transportation infrastructure, including public transit and pedestrian/bike facilities. The Transportation Policies contained in the General Plan create incentives for non-auto modes of travel while reducing the use of single-occupant automobile travel as generally described below:
 Through the entitlement process for new development, fund needed transportation improvements for all transportation modes, giving first consideration to improvement of bicycling walking, and transit facilities.
 Give priority to the funding of multimodal projects to provide the most benefit to all users of the transportation system.
 Encourage the use of non-automobile travel modes to reduce vehicle miles traveled (VMT)  Consider the impact on the overall transportati on system when evaluating the impacts of new developments.
 Increase substantially the proportion of trav el modes other than single-occupant vehicles.

The planned improvements discussed below are intended to provide for a balanced transportation system as outlined in the Envision 2040 General Plan goals and policies. However, the full implementation of the improvements are beyond the means of the proposed project given that they may require right-of-way from adjacent properties. The project could be required to make a fair-share contribution towards the cost of the improvements since the identified improvements would be of benefit to the project.

Bicycle and Pedestrian Facility Improvements
The Envision 2040 General Plan identifies the following goals in regard to bicycling and pedestrians:

 Provide a continuous pedestrian and bicycle system to enhance connectivity throughout the City by completing missing segments.
 Build pedestrian and bicycle improvements at the same time as improvements for vehicular circulation.
 Give priority to pedestrian improvement projects that improve pedestrian safety, improve pedestrian access to and within the Urban Villages and other growth areas.

Class II bike lanes are planned for:
 Winchester Boulevard, between Payne Avenue and Moorpark Avenue  Cypress Avenue, between Williams Road and Moorpark Avenue

1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

Page | 54
Class III bike routes are planned for:
 Payne Avenue, between Winchester Boulevard and Greenbriar Avenue  Greenbriar Avenue, between Payne Avenue and Westfield Avenue  Westfield Avenue, between Greenbriar Avenue and Daniel Way Transit Facility Improvements
The Envision 2040 General Plan identifies the following goals in regard to public transit:

 Pursue development of BRT, bus, shuttle, and fixed guideway services on designated streets and connections to major destinations.
 Ensure that roadways designated as Grand Boulevards adequately accommodate transit vehicle circulation and transit stops. Prioritize bus mobility along Stevens Creek Boulevard.

Winchester Boulevard between Moorpark Avenue and Impala Drive has been designated as a Grand Boulevard within the Envision 2040 General Plan. Grand Boulevards are intended to serve as major transportation corridors with priority given to public transit. Given that the project fronts Winchester Boulevard, the project shall be required to implement the following Grand Boulevard design principles:
 Provide a minimum 15 feet sidewalk width along its frontage on Winchester Boulevard  Minimize driveway cuts to minimize transit delay
 Provide enhanced shelters for transit services

In addition, as a Grand Boulevard it is envisioned that Winchester Boulevard could potentially be included in the VTA Bus Rapid Transit (BRT) System. However, there are no plans at this time for a BRT line on Winchester Boulevard.

Freeway Segment Evaluation
The City is still required to conform to the requirements of the Valley Transit Authority (VTA) which establishes a uniform program for evaluating the transportation impacts of land use decisions on the designated CMP Roadway System. The VTA’s Congestion Management Program (CMP) has yet to adopt and implement guidelines and standards for the evaluation of the CMP roadway system using VMT. Therefore, the effects of the proposed project on freeway segments in the vicinity of the project area following the current methodologies as outlined in the VTA Transportation Impact Analysis Guidelines, was completed. However, this analysis is presented for informational purposes only.

Per CMP technical guidelines, freeway segment level of service analysis shall be conducted on all segments to which the project is projected to add one percent or more to the segment capacity. Since the project is not projected to add one percent or higher to any freeway segments in the area, freeway analysis for the CMP was not required. The percentage of traffic projected to be added by the project to freeway segments in the project area is summarized in Table 7. 1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

Page | 55
Table 7
Freeway Segment Capacity
Peak # of Capacity # of Capacity % of % of
# Freeway Segment Direction Hour Lanes (vph) Lanes (vph) Volume Capacity Volume Capacity 1S R 1 7 from San Tomas Expressway/Camden Avenue to Hamilton Avenue NB AM 3 6,900 -- -- 4 0.06 -- -- NB PM 3 6,900 -- -- 4 0.06 -- --
2S R 1 7 from Hamilton Avenue to I-280 NB AM 3 6,900 -- -- 6 0.09 -- -- NB PM 3 6,900 -- -- 9 0.13 -- --
3I - 8 8 0 from I-280 to Stevens Creek Boulevard NB AM 3 6,900 -- -- 5 0.07 -- -- NB PM 3 6,900 -- -- 8 0.12 -- --
4I - 2 8 0 from Sarato
ga Avenue to Winchester Boulevard EB AM 3 6,900 1 1,650 4 0.06 0 0.00 EB PM 3 6,900 1 1,650 3 0.04 1 0.06
5I - 2 8 0 from Winchester Boulevard to I-880 EB AM 3 6,900 1 1,650 0 0.00 0 0.00 EB PM 3 6,900 1 1,650 0 0.00 0 0.00
6I - 2 8 0 from I-880 to Meridian Avenue EB AM 3 6,900 1 1,650 4 0.06 1 0.06 EB PM 3 6,900 1 1,650 5 0.07 3 0.18
7I - 2 8 0 from Meridian Avenue to I-880 WB AM 3 6,900 1 1,650 5 0.07 2 0.12 WB PM 3 6,900 1 1,650 6 0.09 1 0.06
8I - 2 8 0 from I-880 to Winchester Boulevard WB AM 3 6,900 1 1,650 0 0.00 0 0.00 WB PM 3 6,900 1 1,650 0 0.00 0 0.00
9I - 2 8 0 from Winchester Boulevard to Sarato
ga Avenue WB AM 3 6,900 1 1,650 2 0.03 1 0.06
WB PM 3 6,900 1 1,650 3 0.04 1 0.06
10 I-880 from Stevens Creek Boulevard to I-280 SB AM 3 6,900 -- -- 7 0.10 -- -- SB PM 3 6,900 -- -- 7 0.10 -- --
11 SR 17 from I-280 to Hamilton Avenue SB AM 3 6,900 -- -- 11 0.16 -- -- SB PM 3 6,900 -- -- 11 0.16 -- --
12 SR 17 from Hamilton Avenue to San Tomas Expressway/Camden Avenue SB AM 3 6,900 -- -- 3 0.04 -- -- SB PM 3 6,900 -- -- 4 0.06 -- --
Existing Capacity Project Trips
Mixed-Flow Lane HOV Lane Mixed-Flow Lane HOV Lane
1212 South Winchester Hotel Development Transportation Analysis June 18, 2020

Page | 56

5. Conclusions
The potential impacts of the project were evaluated in accordance with the standards set forth by the Cities of San Jose and Campbell, the Congestion Management Program (CMP) of Santa Clara County, and by the California Environmental Quality Act (CEQA). The study included the analysis of AM and PM peak hour traffic conditions for four signalized intersections and one unsignalized intersection.

Project impacts on other transportation facilities, such as bicycle facilities and transit service, were determined on the basis of engineering judgment.

CEQA VMT Analysis
CEQA Transportation Analysis Exemption Criteria
The City of San Jose Transportation Analysis Handbook identifies screening criteria that determines whether a CEQA transportation analysis would be required for development projects. The criteria are based on the type of project, characteristics, and/or location. If a project meets the City’s screening criteria, the project is expected to result in less-than-significant VMT impacts and a detailed CEQA VMT analysis is not required.

Page | 57
supporting the policies and goals of the General Plan. The project is consistent with the General Plan and Winchester Boulevard Urban Village goals and policies for the following reasons:
 The project frontage along Winchester Boulevard will be consistent with planned streetscape design features of Grand Boulevards and the Winchester Boulevard Urban Village Plan.  The project frontage along Winchester Boulevard will be designed to accommodate the planned Winchester Boulevard Complete Street improvements including protected bicycle lanes, wider sidewalks, and other pedestrian safety features.
 The project site is adjacent to bus stops and bicycle lanes on Winchester Boulevard.

Trip Generation
After applying the ITE trip rates, and appropriate trip reductions, it is estimated that the project would generate an additional 1,455 daily vehicle trips, with 64 trips (37 inbound and 27 outbound) occurring during the AM peak hour and 75 trips (37 inbound and 38 outbound) occurring during the PM peak hour.

Page | 58
Recommended Site Access and On-Site Circulation Improvements Winchester Complete Street Improvements. The Winchester Boulevard Urban Village Plan identifies the following complete street improvements along Winchester Boulevard:
 Protected bike lanes along both sides of Winchester Boulevard. The bike lanes will be physically separated from vehicle travel lanes.
 At least four vehicular travel lanes and two flex lanes for vehicle travel or parking.  Construction of a raised median with limited breaks.
 In order to close the sidewalk gap on the east side of Winchester Boulevard, it is recommended that the City staff work with the owner of the adjacent property to the north to install a sidewalk per City design standards.

Appropriate visible and/or audible warning signals should be provided at the garage entrance to alert pedestrians and bicyclists of vehicles exiting the parking garage.  The proposed parking space dimensions, while not an unusual design, do not meet City standards and should be reviewed by City staff prior to final design.  It is recommended that the parking spaces located at the end of the dead-end aisle be dedicated for employee use.
 In lieu of providing off-street loading spaces, it is recommended that the project applicant work with City staff to determine the feasibility of providing a public loading zone on Winchester Boulevard along the project frontage.
 The City may not be supportive of the proposed loading zone along Winchester Boulevard and may require that the loading area be moved on-site. The project should work with the City to determine the feasibility of the proposed passenger loading zone on Winchester Boulevard.

 The site should provide time restricted parking spaces on-site for guest check-in and a valet drop-off/pick-up area that can accommodate the storing of at least two vehicles.

Page | 59
implementation and maintenance of a TDM plan. A separate TDM plan for the proposed project that meets the requirements set forth in the City’s Zoning Code will be prepared by Hexagon. The project will be required to submit and have approved by the City its TDM program.

Bicycle Facilities
The bikeways within the vicinity of the project site would remain unchanged under project conditions.

Currently, no bike facilities exist on Winchester Boulevard between Payne Avenue and Moorpark Avenue that would provide connections to other bicycle facilities in the project vicinity.

Page | 60
As a Grand Boulevard it is envisioned that Winchester Boulevard could potentially be included in the VTA Bus Rapid Transit (BRT) System. However, there are no plans at this time for a BRT line on Winchester Boulevard.

1212 South Winchester Hotel Development TA
Technical Appendices
June 18, 2020

Appendix A
San Jose VMT Evaluation Tool Output Sheet

CITY OF SAN JOSE VEHICLE MILES TRAVELED EVALUATION TOOL SUMMARY REPORT PROJECT:

Name: Winchester Hotel Tool Version:

Location: 1212-1224 Winchester Boulevard, San Jose, CA Date:

Parcel: Parcel Type: Urban Low Transit
Proposed Parking Spaces Bicycles: 0
LAND USE:

Residential: Percent of All Residential Units
Single Family 0 DU Extremely Low Income ( < 30% MFI) 0 % Affordable Multi Family 0 DU Very Low Income ( > 30% MFI, < 50% MFI) 0 % Affordable Subtotal 0 DU Low Income ( > 50% MFI, < 80% MFI) 0 % Affordable Office: 0 KSF
Retail: 36.6 KSF
Industrial: 0 KSF

VMT REDUCTION STRATEGIES
Tier 1 - Project Characteristics
Increase Residential Density
Existing Density (DU/Residential Acres in half-mile buffer) . . . . . . . . . . . . . . . . . . . . . . . . 11 With Project Density (DU/Residential Acres in half-mile buffer) . . . . . . . . . . . . . . . . . . . . 11 Increase Develo pment Diversity
Existing Activity Mix Index . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.48 With Project Activity Mix Index . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.49 Integrate Affordable and Below Market Rate
Extremely Low Income BMR units . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 % Very Low Income BMR units . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0% Low Income BMR units . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 % Increase Employment Density
Existing Density (Jobs/Commercial Acres in half-mile buffer) . . . . . . . . . . . . . . . . . . . . . . 32 With Project Density (Jobs/Commercial Acres in half-mile buffer) . . . . . . . . . . . . . . . . . . 33
Tier 2 - Multimodal Infrastructure
Tier 3 - Parking
Tier 4 - TDM Programs
27917020
78 2/29/2019
12/16/2019
Vehicles:

Page 1 of 2 ends

Appendix B
Traffic Counts

WINCHESTER BLVD WINCHESTER BLVDWILLIAMS RDWILLIAMS RD
(303) 216-2439
www.alltrafficdata.net
Location: 1 WINCHESTER BLVD & WILLIAMS RD AM
Tuesday, November 19, 2019Date:

Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 07:45 AM - 08:45 AM
Peak 15-Minutes: 07:45 AM - 08:00 AM
493 1,326
278
167
1,308556
404
434

0.90 N
S
EW

0.93 0.67

0.98 0.89
(2,355)(869)
(450)
(271)
(733)
(643)
(2,355)(958)
101
14 15
19 181
78 90
80 234
0 0
363152
1,059
72 25

WILLIAMS RD

WINCHESTER BLVD

WINCHESTER BLVD
9 1
9 9
N
S
EW
01 36
5 4
7 2
0 0
1 0
0 0
1 0
1 0
0 2
0 3
0 3
N
S
EW
0 0
1 1
0 0
2 1
0 0
0 0
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 8 20 187 2 4 480 25 9 0 3 15 357 0 0 1 12,0308 2 4 22 7:15 AM 6 34 216 2 2 610 31 8 0 13 28 452 0 0 1 12,30114 3 12 22 7:30 AM 7 32 215 2 6 740 34 30 0 24 43 534 6 0 1 42,43917 12 18 20 7:45 AM 5 44 235 3 5 990 43 42 0 29 90 687 3 0 0 42,48320 6 41 25 8:00 AM 8 44 267 2 3 930 50 9 0 31 47 628 4 0 2 22,28731 10 13 20 8:15 AM 4 39 277 4 4 960 58 17 0 9 22 590 1 1 2 220 3 8 29 8:30 AM 8 25 280 5 3 750 83 12 0 9 22 578 1 0 5 119 0 10 27 8:45 AM 4 28 250 2 0 860 42 5 0 13 12 491 1 0 1 116 4 6 23 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 0 0 0 0 50 0 0 0 0 0 60 0 0 1
Lights 147 1,032 71 14 353 93228 80 90 78 180 19 2,4210 0 25 11 Mediums 5 27 1 1 10 36 0 0 0 1 0 560 0 0 2
Total 234 80 90 78 181 19 152 1,059 72 15 363 101 2,4830 0 25 14

WINCHESTER BLVD WINCHESTER BLVDWILLIAMS RDWILLIAMS RD
(303) 216-2439
www.alltrafficdata.net
Location: 1 WINCHESTER BLVD & WILLIAMS RD PM
Tuesday, November 19, 2019Date:

Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 05:00 PM - 06:00 PM
Peak 15-Minutes: 05:30 PM - 05:45 PM
1,080 1,194
94 129
1,0801,170
524
285

0.94 N
S
EW

0.97 0.84

0.89 0.94
(2,195)(2,095)
(171)
(257)
(573)
(926)
(2,056)(2,223)
132
19 16
16 37
41 170
65 289
0 0
913116
870
48 46

WILLIAMS RD

WINCHESTER BLVD

WINCHESTER BLVD
2 1
8 4
N
S
EW
01 35
0 2
2 2
0 0
1 0
0 0
2 0
1 0
0 1
0 2
1 0
N
S
EW
0 0
0 1
0 0
0 0
0 0
0 0
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 11 20 179 2 1 2140 44 12 0 1 7 582 3 2 3 02,47038 0 12 41 4:15 PM 6 20 235 4 1 2060 41 17 0 9 7 617 1 0 1 32,55428 1 8 34 4:30 PM 8 31 174 7 5 1870 60 19 0 6 10 588 0 0 9 52,62434 4 12 31 4:45 PM 17 34 197 8 6 2290 42 23 0 15 14 683 4 4 0 42,77144 3 12 39 5:00 PM 9 27 197 6 3 2290 66 15 0 11 11 666 3 1 3 12,77842 6 11 33 5:15 PM 5 29 216 5 5 2380 68 16 0 9 14 687 0 0 2 142 2 15 23 5:30 PM 15 34 240 5 5 2260 74 21 0 12 4 735 1 0 0 041 6 13 39 5:45 PM 17 26 217 3 3 2200 81 13 0 9 8 690 0 0 3 045 2 9 37 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 0 0 0 0 00 0 0 0 0 0 00 0 0 0
Lights 115 862 47 16 905 130285 65 169 41 36 16 2,7520 0 46 19 Mediums 1 8 1 0 8 24 0 1 0 1 0 260 0 0 0
Total 289 65 170 41 37 16 116 870 48 16 913 132 2,7780 0 46 19

WINCHESTER BLVD WINCHESTER BLVDPAYNE AVEPAYNE AVE
(303) 216-2439
www.alltrafficdata.net
Location: 4 WINCHESTER BLVD & PAYNE AVE AM
Tuesday, November 19, 2019Date:

Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 07:30 AM - 08:30 AM
Peak 15-Minutes: 08:00 AM - 08:15 AM
477 1,166
301
164
1,137686
469
368

0.96 N
S
EW

0.93 0.94

0.94 0.84
(2,138)(815)
(446)
(220)
(597)
(783)
(2,027)(1,116)
64 6
32 56
113
132
174
68 227
0 0
375191
877
64 5

PAYNE AVE

WINCHESTER BLVD

WINCHESTER BLVD
8 9
39 5
N
S
EW
45 318
2 6
2 3
5 0
0 0
3 0
0 0
0 1
0 2
0 2
0 1
N
S
EW
4 1
1 1
2 1
1 0
0 0
0 0
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 17 132 3 3 450 24 4 0 8 14 299 1 4 4 01,85126 10 1 12 7:15 AM 1 38 168 0 4 610 41 6 0 8 16 401 2 0 3 12,17128 13 3 14 7:30 AM 1 41 194 0 5 870 54 10 0 34 28 543 0 2 5 22,38448 8 13 20 7:45 AM 2 40 222 0 2 970 71 20 0 35 27 608 2 2 7 42,37448 18 13 13 8:00 AM 2 46 229 4 19 890 58 23 0 29 32 619 2 4 15 12,22037 17 18 16 8:15 AM 0 64 232 2 6 1020 44 15 0 34 26 614 1 1 12 141 13 20 15 8:30 AM 0 34 255 4 2 590 51 9 0 13 20 533 3 3 6 045 13 6 22 8:45 AM 6 19 204 2 2 900 40 10 0 10 8 454 6 1 1 230 12 6 15 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 0 0 0 0 10 0 0 0 0 0 10 0 0 0
Lights 188 856 63 31 365 63226 67 173 132 112 55 2,3420 0 5 6 Mediums 3 21 1 1 10 01 1 1 0 1 1 410 0 0 0
Total 227 68 174 132 113 56 191 877 64 32 375 64 2,3840 0 5 6

WINCHESTER BLVD WINCHESTER BLVDPAYNE AVEPAYNE AVE
(303) 216-2439
www.alltrafficdata.net
Location: 4 WINCHESTER BLVD & PAYNE AVE PM
Tuesday, November 19, 2019Date:

Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 05:00 PM - 06:00 PM
Peak 15-Minutes: 05:30 PM - 05:45 PM
1,127 998
182
203
9161,139
484
369

0.95 N
S
EW

0.88 0.86

0.81 0.91
(1,819)(2,082)
(348)
(352)
(678)
(872)
(1,672)(2,125)
163
24 64
36 73
73 178
91 215
0 0
876133
723
48 12

PAYNE AVE

WINCHESTER BLVD

WINCHESTER BLVD
5 6
26 9
N
S
EW
24 1610
4 1
3 6
0 0
1 0
0 0
2 0
0 2
0 2
0 2
0 1
N
S
EW
0 0
2 0
0 0
1 0
0 0
0 0
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 2 20 133 5 8 1860 23 16 0 21 16 535 1 1 6 12,26537 12 5 51 4:15 PM 3 29 172 4 11 1880 51 16 0 12 9 590 2 6 5 22,41148 10 9 28 4:30 PM 2 33 145 5 13 1930 40 18 0 14 14 566 6 2 1 42,45833 17 11 28 4:45 PM 6 32 145 9 10 1800 40 23 0 18 13 574 7 2 6 12,60843 10 9 36 5:00 PM 4 31 162 9 19 2460 44 25 0 19 16 681 6 3 7 02,70940 9 9 48 5:15 PM 2 26 175 5 14 1990 47 26 0 18 16 637 2 1 4 257 4 7 41 5:30 PM 2 41 221 6 13 2170 57 19 0 18 22 716 1 2 9 236 13 18 33 5:45 PM 4 35 165 4 18 2140 67 21 0 18 19 675 0 0 6 145 10 14 41 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 0 0 0 0 00 0 0 0 0 0 00 0 0 0
Lights 133 712 47 64 866 161213 91 178 73 73 36 2,6820 0 11 24 Mediums 0 11 1 0 10 22 0 0 0 0 0 270 0 1 0
Total 215 91 178 73 73 36 133 723 48 64 876 163 2,7090 0 12 24

WINCHESTER BLVD WINCHESTER BLVDDAVID AVEWILLIAMSBURG DR (303) 216-2439
www.alltrafficdata.net
Location: 5 WINCHESTER BLVD & DAVID AVE AM
Tuesday, November 19, 2019Date:

Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 07:45 AM - 08:45 AM
Peak 15-Minutes: 08:15 AM - 08:30 AM
699 1,271
86 52
1,245744
99 62

0.95 N
S
EW

0.89 0.91

0.93 0.95
(2,126)(1,245)
(134)
(102)
(119)
(184)
(2,118)(1,334)
28 4
20 45
4 37
39 1
59 0
0 64730
1,163
31 21

WILLIAMSBURG DR

DAVID AVE

WINCHESTER BLVD

WINCHESTER BLVD
0 1
44 12
N
S
EW
01 2816
0 0
9 3
0 0
0 0
0 0
0 0
0 2
0 3
0 0
0 9
N
S
EW
0 0
0 3
0 0
8 1
0 0
0 0
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 7 6 152 1 6 1060 8 0 0 4 1 321 4 5 7 01,69710 7 8 5 7:15 AM 8 5 191 2 3 1000 10 0 0 5 0 352 3 4 4 01,91610 4 12 2 7:30 AM 10 7 229 1 2 1670 15 0 0 13 1 479 5 3 4 02,12710 9 4 11 7:45 AM 6 7 263 4 5 1880 13 1 0 13 0 545 6 1 7 02,12912 10 13 10 8:00 AM 1 10 291 0 5 1630 17 0 0 10 0 540 0 0 15 01,98410 17 9 7 8:15 AM 7 7 316 0 7 1650 18 0 0 10 0 563 3 0 16 07 15 6 5 8:30 AM 7 6 293 0 3 1310 11 0 0 4 4 481 3 0 6 010 3 3 6 8:45 AM 6 11 210 0 8 1240 14 0 0 2 0 400 5 0 2 08 2 7 8 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 0 0 0 0 00 0 0 0 0 0 00 0 0 0
Lights 30 1,135 31 20 635 2858 1 38 37 4 45 2,0870 0 21 4 Mediums 0 28 0 0 12 01 0 1 0 0 0 420 0 0 0
Total 59 1 39 37 4 45 30 1,163 31 20 647 28 2,1290 0 21 4

WINCHESTER BLVD WINCHESTER BLVDDAVID AVEWILLIAMSBURG DR (303) 216-2439
www.alltrafficdata.net
Location: 5 WINCHESTER BLVD & DAVID AVE PM
Tuesday, November 19, 2019Date:

Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 05:00 PM - 06:00 PM
Peak 15-Minutes: 05:00 PM - 05:15 PM
1,152 1,002
80 95
1,0411,175
95 96

0.91 N
S
EW

0.84 0.90

0.85 0.85
(1,832)(2,160)
(144)
(184)
(165)
(165)
(1,946)(2,234)
51 8
38 39
5 36
33 3
59 0
0 1,05540
896
54 51

WILLIAMSBURG DR

DAVID AVE

WINCHESTER BLVD

WINCHESTER BLVD
1 12
28 24
N
S
EW
57 1315
0 1
8 16
0 0
2 0
0 0
0 0
0 1
0 1
0 0
0 6
N
S
EW
0 0
1 0
0 0
2 4
0 0
0 0
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 14 7 177 1 10 2580 7 2 0 7 1 515 5 6 8 02,04710 4 10 7 4:15 PM 6 10 227 0 7 2260 8 1 0 10 0 542 5 6 13 02,18411 3 23 10 4:30 PM 14 8 202 0 6 2390 6 2 0 14 0 517 5 4 11 02,2186 5 7 8 4:45 PM 11 8 170 0 10 2170 9 0 0 8 1 473 12 5 11 02,3098 11 11 9 5:00 PM 14 10 222 1 7 3210 9 0 0 14 1 652 4 3 5 12,36813 9 17 14 5:15 PM 13 9 214 3 16 2460 19 0 0 10 1 576 4 4 4 09 12 14 10 5:30 PM 15 12 268 1 4 2410 19 1 0 5 2 608 13 3 11 07 10 10 13 5:45 PM 9 9 192 3 11 2470 12 2 0 7 1 532 3 2 8 04 8 13 14 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 1 0 0 0 00 0 0 0 0 0 10 0 0 0
Lights 40 888 54 37 1,045 5159 3 33 36 5 38 2,3480 0 51 8 Mediums 0 7 0 1 10 00 0 0 0 0 1 190 0 0 0
Total 59 3 33 36 5 39 40 896 54 38 1,055 51 2,3680 0 51 8

WINCHESTER BLVD WINCHESTER BLVDHAMILTON AVEHAMILTON AVE (303) 216-2439
www.alltrafficdata.net
Location: 4 WINCHESTER BLVD & HAMILTON AVE AM
Tuesday, April 24, 2018Date and Start Time:

Peak Rolling Hour Flow Rates
Peak Hour - All Vehicles
Traffic Counts
Note: Total study counts contained in parentheses.

Peak Hour - Pedestrians/Bicycles in Crosswalk
Peak Hour: 07:45 AM - 08:45 AM
Peak 15-Minutes: 08:15 AM - 08:30 AM
940 1,269
2,003
1,395
1,049941
857
1,244

0.94 N
S
EW

0.91 0.93

0.94 0.92
(2,147)(1,615)
(3,691)
(2,556)
(2,366)
(1,525)
(1,734)(1,496)
115
0 428
531
1,026
422
112
612
121
24 12
39791
617
331
10 HAMILTON AVE

HAMILTON AVE

WINCHESTER BLVD

WINCHESTER BLVD
5 13
7 14
N
S
EW
49 43
1 4
9 5
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrain Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 10 72 0 78 341 12 113 5 34 196 735 3 0 1 13,97815 96 55 14 7:15 AM 1 15 86 0 104 500 16 125 5 56 288 960 1 1 4 34,50813 122 60 19 7:30 AM 1 21 99 0 99 961 26 127 0 84 293 1,052 4 4 4 14,8317 106 65 27 7:45 AM 0 19 161 0 114 1170 29 142 5 108 264 1,231 3 4 1 04,84927 122 88 35 8:00 AM 1 31 128 0 106 1305 34 161 4 118 255 1,265 3 3 3 14,58736 152 72 32 8:15 AM 7 21 154 0 103 911 32 161 5 119 293 1,283 2 3 1 329 142 96 29 8:30 AM 2 20 174 0 105 596 26 148 10 77 214 1,070 2 2 2 120 115 75 19 8:45 AM 2 10 118 0 78 624 17 170 7 79 209 969 2 1 3 021 108 70 14 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 1 0 2 2 1 00 2 0 1 5 2 160 0 0 0
Lights 87 602 325 418 387 113120 597 108 410 1,005 524 4,74212 24 10 0 Mediums 3 15 4 8 9 21 13 4 11 16 5 910 0 0 0
Total 121 612 112 422 1,026 531 91 617 331 428 397 115 4,84912 24 10 0

WINCHESTER BLVD WINCHESTER BLVDFIRESIDE DRCHURCH DRIVEWAY (303) 216-2439
www.alltrafficdata.net
Location: 3 WINCHESTER BLVD & FIRESIDE DR AM
Tuesday, November 19, 2019Date:

Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 07:45 AM - 08:45 AM
Peak 15-Minutes: 08:00 AM - 08:15 AM
462 1,202
69 33
1,226483
5 44

0.95 N
S
EW

0.80 0.71

0.98 0.63
(2,075)(817)
(114)
(49)
(75)
(6)
(2,112)(850)
1 3
20 67
0 2
5 0
0 0
0 43843
1,132
13 38

CHURCH DRIVEWAY

FIRESIDE DR

WINCHESTER BLVD

WINCHESTER BLVD
0 6
0 11
N
S
EW
51 00
0 0
7 4
0 0
1 0
2 0
0 0
0 1
0 0
0 0
0 2
N
S
EW
0 0
0 0
1 1
1 1
0 0
0 0
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 3 4 146 0 1 570 0 0 0 0 0 223 1 2 0 01,3550 12 0 0 7:15 AM 5 4 211 0 3 800 0 0 0 0 0 317 0 0 0 01,5940 13 1 0 7:30 AM 6 6 235 0 1 1000 0 0 0 0 0 367 1 1 0 01,7151 14 4 0 7:45 AM 6 12 283 1 5 1160 0 0 0 0 0 448 3 3 0 01,7622 14 9 0 8:00 AM 7 6 278 2 10 1360 0 0 0 1 0 462 5 0 0 01,6941 19 1 1 8:15 AM 12 15 282 0 3 990 0 0 0 1 0 438 2 2 0 00 25 1 0 8:30 AM 13 10 289 0 2 870 0 0 0 0 0 414 1 1 0 02 9 2 0
8:45 AM 9 15 234 2 3 1060 0 0 0 0 0 380 1 0 0 00 6 3 2
Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 3 0 0 0 00 0 0 0 0 0 30 0 0 0
Lights 42 1,105 11 20 429 10 0 4 2 0 67 1,7220 0 38 3
Mediums 1 24 2 0 9 00 0 1 0 0 0 370 0 0 0
Total 0 0 5 2 0 67 43 1,132 13 20 438 1 1,7620 0 38 3

WINCHESTER BLVD WINCHESTER BLVDFIRESIDE DRCHURCH DRIVEWAY (303) 216-2439
www.alltrafficdata.net
Location: 3 WINCHESTER BLVD & FIRESIDE DR PM
Tuesday, November 19, 2019Date:

Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 05:00 PM - 06:00 PM
Peak 15-Minutes: 05:30 PM - 05:45 PM
1,161 995
36 70
9941,116
16 26

0.94 N
S
EW

0.92 0.89

0.87 0.80
(1,827)(2,114)
(69)
(117)
(61)
(19)
(1,843)(2,040)
3 33
49 34
0 2
15 0
0 0
1 1,07622
928
21 23

CHURCH DRIVEWAY

FIRESIDE DR

WINCHESTER BLVD

WINCHESTER BLVD
0 2
0 6
N
S
EW
11 00
0 0
4 2
0 0
2 0
0 0
0 0
0 3
0 0
0 0
0 1
N
S
EW
0 0
0 0
0 0
0 1
0 0
0 0
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 6 10 164 6 10 2310 0 0 0 0 0 439 1 0 0 01,8381 11 0 0 4:15 PM 12 7 224 3 10 2090 0 0 0 0 0 474 0 0 0 01,9531 6 2 0 4:30 PM 7 8 203 6 10 2210 0 0 0 1 0 464 9 0 0 01,9930 6 1 1 4:45 PM 6 8 189 5 11 2290 0 1 0 0 0 461 5 3 0 02,1180 9 2 1 5:00 PM 11 4 209 11 15 2880 0 0 0 1 0 554 1 1 0 02,2074 8 3 0 5:15 PM 8 6 215 9 12 2450 0 0 0 0 0 514 3 1 0 03 11 5 0 5:30 PM 1 4 273 3 7 2780 0 0 0 0 0 589 2 0 0 05 10 7 1
5:45 PM 3 8 231 10 15 2651 0 0 0 1 0 550 0 0 0 03 5 6 2 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 0 0 0 0 00 0 0 0 0 0 00 0 0 0
Lights 22 916 21 49 1,064 30 0 15 2 0 33 2,1821 0 23 33 Mediums 0 12 0 0 12 00 0 0 0 0 1 250 0 0 0
Total 0 0 15 2 0 34 22 928 21 49 1,076 3 2,2071 0 23 33

Existing Reassignment Due to
Winchester Boulevard Improvement

WINCHESTER BLVD WINCHESTER BLVDCOLONIAL WAYCADILLAC DR
(303) 216-2439
www.alltrafficdata.net
Location: 1 WINCHESTER BLVD & COLONIAL WAY AM
Tuesday, April 24, 2018Date and Start Time:

Peak Rolling Hour Flow Rates
Peak Hour - All Vehicles
Traffic Counts
Note: Total study counts contained in parentheses.

Peak Hour - Pedestrians/Bicycles in Crosswalk
Peak Hour: 07:45 AM - 08:45 AM
Peak 15-Minutes: 08:00 AM - 08:15 AM
917 1,326
44 26
1,269904
100
74 0.94
N
S
EW

0.85 0.73

0.95 0.89
(2,253)(1,527)
(76)
(40)
(113)
(179)
(2,139)(1,515)
73 3
7 44
0 0
70 0
29 0
1 8340
1,250
19 0

CADILLAC DR

COLONIAL WAY

WINCHESTER BLVD

WINCHESTER BLVD
3 8
0 29
N
S
EW
44 00
1 2
16 13
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrain Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 0 195 0 1 990 6 0 0 0 0 335 8 1 0 11,79212 7 1 14 7:15 AM 0 0 223 0 2 1350 7 0 0 0 0 408 4 3 1 02,07620 6 2 13 7:30 AM 0 0 226 1 0 1830 10 0 0 0 0 443 10 5 1 22,25910 8 1 4 7:45 AM 0 0 288 0 4 2460 11 0 0 0 0 606 5 1 0 12,33019 8 5 25 8:00 AM 0 0 323 3 1 2240 6 0 0 0 0 619 10 1 0 12,12924 16 6 16 8:15 AM 0 0 332 0 1 2110 4 0 0 0 0 591 8 3 0 017 9 3 14 8:30 AM 0 0 307 0 1 1531 8 0 0 0 0 514 4 3 0 110 11 5 18 8:45 AM 0 0 217 0 2 1480 10 0 0 0 0 405 7 2 0 04 11 5 8 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 1 0 0 0 00 0 0 0 0 0 10 0 0 0
Lights 0 1,226 19 7 817 7128 0 68 0 0 44 2,2841 0 0 3
Mediums 0 23 0 0 17 21 0 2 0 0 0 450 0 0 0
Total 29 0 70 0 0 44 0 1,250 19 7 834 73 2,3301 0 0 3

WINCHESTER BLVD WINCHESTER BLVDCOLONIAL WAYCADILLAC DR
(303) 216-2439
www.alltrafficdata.net
Location: 1 WINCHESTER BLVD & COLONIAL WAY PM
Tuesday, April 24, 2018Date and Start Time:

Peak Rolling Hour Flow Rates
Peak Hour - All Vehicles
Traffic Counts
Note: Total study counts contained in parentheses.

Peak Hour - Pedestrians/Bicycles in Crosswalk
Peak Hour: 04:45 PM - 05:45 PM
Peak 15-Minutes: 05:00 PM - 05:15 PM
1,210 1,065
43 57
1,0361,146
64 85

0.97 N
S
EW

0.93 0.94

0.94 0.66
(2,034)(2,230)
(77)
(113)
(159)
(122)
(1,984)(2,107)
85 7
20 43
0 0
48 2
14 0
0 1,0980
1,001
35 0

CADILLAC DR

COLONIAL WAY

WINCHESTER BLVD

WINCHESTER BLVD
1 12
0 31
N
S
EW
66 00
1 0
16 15
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrain Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 0 244 2 2 2550 2 1 0 0 0 540 6 3 0 02,1566 4 7 17 4:15 PM 0 0 211 2 6 2160 7 0 0 0 0 495 13 4 0 02,2225 9 14 25 4:30 PM 0 0 240 0 8 2180 6 1 0 0 0 529 8 1 0 02,30218 12 9 17 4:45 PM 0 0 223 1 3 3070 5 1 0 0 0 592 7 3 0 02,35314 12 11 15 5:00 PM 0 0 269 3 4 2840 2 0 0 0 0 606 9 4 0 02,2576 11 4 23 5:15 PM 0 0 264 3 7 2480 0 0 0 0 0 575 0 2 0 011 10 12 20 5:30 PM 0 0 245 0 6 2590 7 1 0 0 0 580 12 1 0 117 10 8 27 5:45 PM 0 0 218 1 3 2330 2 0 0 0 0 496 10 0 0 010 9 5 15 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 0 0 0 1 00 0 0 0 0 0 10 0 0 0
Lights 0 994 34 20 1,087 8514 2 48 0 0 42 2,3330 0 0 7
Mediums 0 7 1 0 10 00 0 0 0 0 1 190 0 0 0
Total 14 2 48 0 0 43 0 1,001 35 20 1,098 85 2,3530 0 0 7

WINCHESTER BLVD WINCHESTER BLVDDRIVEWAYIMPALA DR
(303) 216-2439
www.alltrafficdata.net
Location: 2 WINCHESTER BLVD & DRIVEWAY AM
Tuesday, April 24, 2018Date and Start Time:

Peak Rolling Hour Flow Rates
Peak Hour - All Vehicles
Traffic Counts
Note: Total study counts contained in parentheses.

Peak Hour - Pedestrians/Bicycles in Crosswalk
Peak Hour: 07:45 AM - 08:45 AM
Peak 15-Minutes: 08:00 AM - 08:15 AM
936 1,242
0 0
1,288971
72 83

0.91 N
S
EW

0.93 0.25

0.92 0.66
(2,067)(1,560)
(1)
()
(136)
(125)
(2,141)(1,624)
43 0
0 0
0 0
52 0
20 0
0 89340
1,222
0 26

IMPALA DR

DRIVEWAY

WINCHESTER BLVD

WINCHESTER BLVD
0 8
1 27
N
S
EW
26 10
0 0
16 11
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrain Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 3 7 150 0 0 1130 4 0 0 0 0 284 7 3 0 01,6793 1 0 3 7:15 AM 5 8 222 0 0 1450 4 0 0 0 0 399 4 1 0 02,02310 0 0 5 7:30 AM 5 8 218 0 0 1900 7 0 0 0 0 444 7 5 0 02,22110 0 0 6 7:45 AM 10 5 251 0 0 2420 10 0 0 0 0 552 6 3 0 02,29619 0 0 15 8:00 AM 7 8 334 0 0 2550 5 0 0 0 0 628 6 2 0 02,14812 0 0 7 8:15 AM 5 13 309 0 0 2480 3 0 0 0 0 597 7 3 1 07 0 0 12 8:30 AM 4 14 328 0 0 1480 2 0 0 0 0 519 7 0 0 014 0 0 9 8:45 AM 9 5 213 0 0 1510 6 0 0 0 0 404 4 1 1 09 0 0 11
Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 1 0 0 3 00 0 0 0 0 0 40 0 0 0
Lights 39 1,200 0 0 875 4120 0 52 0 0 0 2,2530 0 26 0
Mediums 1 21 0 0 15 20 0 0 0 0 0 390 0 0 0
Total 20 0 52 0 0 0 40 1,222 0 0 893 43 2,2960 0 26 0

WINCHESTER BLVD WINCHESTER BLVDDRIVEWAYIMPALA DR
(303) 216-2439
www.alltrafficdata.net
Location: 2 WINCHESTER BLVD & DRIVEWAY PM
Tuesday, April 24, 2018Date and Start Time:

Peak Rolling Hour Flow Rates
Peak Hour - All Vehicles
Traffic Counts
Note: Total study counts contained in parentheses.

Peak Hour - Pedestrians/Bicycles in Crosswalk
Peak Hour: 04:45 PM - 05:45 PM
Peak 15-Minutes: 04:45 PM - 05:00 PM
1,160 1,034
0 0
1,1121,185
45 98

0.98 N
S
EW

0.90 0.25

0.96 0.80
(1,967)(2,174)
(1)
(1)
(214)
(76)
(2,137)(2,206)
44 0
0 0
0 0
33 0
12 0
0 1,11654
1,022
0 36

IMPALA DR

DRIVEWAY

WINCHESTER BLVD

WINCHESTER BLVD
0 11
0 33
N
S
EW
74 00
0 0
13 20
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrain Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 9 18 228 0 0 2720 0 0 0 0 0 549 3 3 0 02,1286 0 0 16 4:15 PM 4 15 210 1 1 2030 2 0 0 0 0 449 10 1 0 02,1673 1 0 9 4:30 PM 8 20 259 0 0 2300 1 0 0 0 0 537 6 4 0 02,3078 0 0 11 4:45 PM 6 19 234 0 0 3040 3 0 0 0 0 593 7 4 0 02,3178 0 0 19 5:00 PM 14 15 256 0 0 2830 2 0 0 0 0 588 12 0 0 02,26012 0 0 6 5:15 PM 8 9 262 0 0 2900 3 0 0 0 0 589 5 5 0 07 0 0 10
5:30 PM 8 11 270 0 0 2390 4 0 0 0 0 547 5 2 0 06 0 0 9
5:45 PM 8 17 229 0 0 2610 2 0 0 0 0 536 17 0 1 09 0 0 10 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 0 0 0 1 00 0 0 0 0 0 10 0 0 0
Lights 54 1,014 0 0 1,103 4412 0 33 0 0 0 2,2960 0 36 0 Mediums 0 8 0 0 12 00 0 0 0 0 0 200 0 0 0
Total 12 0 33 0 0 0 54 1,022 0 0 1,116 44 2,3170 0 36 0

WINCHESTER BLVD WINCHESTER BLVDROSEMARY LNROSEMARY LN
(303) 216-2439
www.alltrafficdata.net
Location: 3 WINCHESTER BLVD & ROSEMARY LN AM
Tuesday, April 24, 2018Date and Start Time:

Peak Rolling Hour Flow Rates
Peak Hour - All Vehicles
Traffic Counts
Note: Total study counts contained in parentheses.

Peak Hour - Pedestrians/Bicycles in Crosswalk
Peak Hour: 07:45 AM - 08:45 AM
Peak 15-Minutes: 08:00 AM - 08:15 AM
959 1,285
25 25
1,279924
19 48

0.91 N
S
EW

0.91 0.81

0.93 0.72
(2,179)(1,630)
(51)
(38)
(82)
(36)
(2,170)(1,588)
48 1
9 20
0 5
18 0
1 0
0 9010
1,263
16 0

ROSEMARY LN

WINCHESTER BLVD

WINCHESTER BLVD
0 10
0 24
N
S
EW
55 00
0 0
13 11
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrain Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 0 169 0 1 1111 0 0 0 6 0 297 3 0 0 01,7483 1 2 3 7:15 AM 0 0 243 0 0 1570 0 0 0 3 0 423 7 1 0 02,0785 5 2 8 7:30 AM 0 0 226 0 2 2090 0 0 0 1 0 464 4 0 0 12,2375 2 4 15 7:45 AM 0 0 271 0 1 2540 0 0 0 2 0 564 4 2 0 02,2825 2 5 24 8:00 AM 0 0 343 0 3 2520 0 0 0 0 0 627 7 1 0 02,1398 7 1 13 8:15 AM 0 0 327 0 3 2340 1 0 0 1 0 582 3 3 0 03 8 2 3
8:30 AM 0 0 322 1 2 1610 0 0 0 2 0 509 6 1 0 02 3 8 8
8:45 AM 0 0 244 0 1 1570 0 0 0 4 0 421 2 1 0 03 4 1 7
Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 1 0 0 2 00 0 0 0 0 0 30 0 0 0
Lights 0 1,239 16 9 880 480 0 18 5 0 20 2,2360 0 0 1
Mediums 0 23 0 0 19 01 0 0 0 0 0 430 0 0 0
Total 1 0 18 5 0 20 0 1,263 16 9 901 48 2,2820 0 0 1

WINCHESTER BLVD WINCHESTER BLVDROSEMARY LNROSEMARY LN
(303) 216-2439
www.alltrafficdata.net
Location: 3 WINCHESTER BLVD & ROSEMARY LN PM
Tuesday, April 24, 2018Date and Start Time:

Peak Rolling Hour Flow Rates
Peak Hour - All Vehicles
Traffic Counts
Note: Total study counts contained in parentheses.

Peak Hour - Pedestrians/Bicycles in Crosswalk
Peak Hour: 04:45 PM - 05:45 PM
Peak 15-Minutes: 05:00 PM - 05:15 PM
1,196 1,117
27 53
1,1281,149
10 42

0.94 N
S
EW

0.87 0.52

0.96 0.58
(2,134)(2,247)
(43)
(98)
(83)
(26)
(2,160)(2,161)
42 6
19 17
0 10
10 0
0 0
0 1,1290
1,094
34 0

ROSEMARY LN

WINCHESTER BLVD

WINCHESTER BLVD
0 12
0 42
N
S
EW
75 00
0 0
24 18
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrain Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 0 245 0 4 2700 0 0 0 0 0 546 3 3 0 12,1555 3 8 11 4:15 PM 0 0 241 0 4 1970 0 0 0 2 0 469 6 0 0 02,2382 4 10 9 4:30 PM 0 0 272 1 2 2590 0 0 0 0 0 550 2 6 0 02,3563 1 5 7 4:45 PM 0 0 269 2 3 2960 0 0 0 1 0 590 10 4 0 02,3612 3 8 6 5:00 PM 0 0 263 3 7 3190 0 0 0 5 0 629 12 1 0 02,3211 9 6 16 5:15 PM 0 0 289 0 6 2680 0 0 0 2 0 587 3 5 0 04 4 6 8
5:30 PM 0 0 273 1 3 2460 0 0 0 2 0 555 10 2 0 03 1 14 12 5:45 PM 0 0 245 0 6 2670 1 0 0 2 0 550 16 0 0 05 4 6 14 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 0 0 0 0 00 0 0 0 0 0 00 0 0 0
Lights 0 1,086 34 18 1,117 420 0 10 9 0 17 2,3390 0 0 6 Mediums 0 8 0 1 12 00 0 0 1 0 0 220 0 0 0
Total 0 0 10 10 0 17 0 1,094 34 19 1,129 42 2,3610 0 0 6 Reassignment of Existing Traffic AM Reassignment of Existing Traffic PM Differ.: Differ.:
0 AM 01/07/00
Differ.: (0) PM 01/07/00
0 (0)
0 R 0 (0) 0
(0) (0) (0) (0) T 0 (0) (0)
000 L0 ( 0 )
RTL Payne Avenue
7 (7) 12 L 3737 L T R
12 (0) 0 T 0 -12 0 0
(7) (0) 0 R (0) (-7) (0) (0)
0 (0)
Differ.: -12
(-7)
Differ.: 0 (0) 1 (0) Differ.:
-8%
0 AM 01/01/00
Differ.: (0) PM 01/01/00
-13
(-7)
0 R 0 (0) 0
(0) (0) (0) (0) T 0 (0) (0)
000 L0 ( 0 )
RTL David Avenue/Williamsburg Drive
1 (7) 12 L 3882 L T R
12 (0) 0 T 0 -25 0 0
(7) (0) 0 R (0) (-14) (0) (0)
0 (0)
Differ.: -25
(-14)
Differ.: 0 (0) 0 (0) Differ.:
0%
0 AM 01/02/00
Differ.: (0) PM 01/02/00
-25
(-14)
0 R 0 (0) 0
(0) (0) (0) (0) T 0 (0) (0)
000 L0 ( 0 )
RTL Cadillac Drive
2 (0) 0 L 201 L T R
-15 (0) 0 T 0 -25 0 0
(-8) (-8) -15 R (0) (-14) (0) (0)
(15)
(-8)
Differ.: -25
(-14)
Differ.: 1 (0) -30 (-16) Differ.:
-7% 300%
-14 AM 01/03/00
Differ.: (-8) PM 01/03/00
5 (2)
0 R 0 (0) 0
(0) (0) (8) (-16) T 0 (0) (0)
0 15 -29 L 0 (0)
RTL Colonial Way
3 (0) 0 L 202 L T R
0 (0) 0 T 0 5 0 -29
(0) (0) 0 R (0) (2) (0) (-16)
15 (8)
Differ.: 5
(2)
Differ.: 0 (0) 0 (0) Differ.:
0% (0%) 0% (0%)
15 AM 01/04/00
Differ.: (8) PM 01/04/00
5 (2)
5 R 0 (0) 0
(10) (0) (8) (0) T 0 (0) (0)
0 15 0 L 0 (0)
RTL Impala Drive
4 (-12) -20 L 203 L T R
-10 (0) 0 T 5 25 0 0
(-6) (6) 10 R (10) (14) (0) (0)
25 (14)
Differ.: 30
(24)
Differ.: -5 (-15) -1 (-6) Differ.:
-22% -3% (-22%)
20 AM 01/05/00
Differ.: (-1) PM 01/05/00
31 (30)
0 R 5 (10) 0
(0) (0) (49) (-50) T 0 (0) (0)
0 40 -20 L -5 (-10)
RTL Rosemary Lane
5 (0) -1 L 204 L T R
0 (0) 0 T 0 27 9 -11
(0) (0) 1 R (0) (20) (19) (-31)
36 (39)
Differ.: 36
(39)
Differ.: 0 (0) 36 (39) Differ.:
0% (0%) 200% (200%)
36 AM 01/06/00
Differ.: (39) PM 01/06/00
0 (0)
0 R 0 (0) 0
(0) (0) (0) (39) T 0 (0) (0)
0 0 36 L 0 (0)
RTL Hamilton Avenue
6 (0) 0 L 102 L T R
0 ( 0 ) 0T 000 3 6
(0) (0) 0 R (0) (0) (0) (39)
0 (0)
Differ.: 0
(0)
Winchester Boulevard Winchester BoulevardWinchester BoulevardWinchester BoulevardWinchester BoulevardWinchester BoulevardWinchester Boulevard

Appendix C
Approved Trips Inventory
AM
Payne Av & S Winchester Bl
3737
Permit No./Proposed Land
Use/Description/Location
M09
NBL
M08
NBT
M07
NBR
M03
SBL
M02
SBT
M01
SBR
M12
EBL
M11
EBT
M10
EBR
M06
WBL
M05
WBT
M04
WBR

PROJECT TRIPS
Intersection of :

Traffix Node Number :

TOTAL:
1 11/05/2019
16 0 0 3 1 3 0 0 0 0 2PDC12-009 (3-06815) 0
Retail/Commercial

SANTANA ROW

STEVENS CREEK & WINCHESTER (SE/C)
10 0 0 35 0 0 0 0 0 0 0PDC14-040 (3-01388) 0
LEGACY

WINCHESTER RESERVE
863-917 WINCHESTER BLVD
62 0 1 7 2 13 0 0 0 0 6PDC14-068 (3-10478) 0
Retail/Commercial

SANTANA WEST
3161 OLSEN DRIVE
1 0 0 0 0 0 0 0 0 0 0PDC97-036 RET (3-06815) 0
Retail/Commercial

SANTANA ROW

STEVENS CREEK & WINCHESTER (SE/C)
1 45 3
0 0 8
0 89 0
16 0 0
0 89 0 1 45 3 16 0 0 0 0 8
Page No:

LEFT THRU RIGHT
NORTH
EAST
SOUTH
WEST
PM
Payne Av & S Winchester Bl
3737
Permit No./Proposed Land
Use/Description/Location
M09
NBL
M08
NBT
M07
NBR
M03
SBL
M02
SBT
M01
SBR
M12
EBL
M11
EBT
M10
EBR
M06
WBL
M05
WBT
M04
WBR

PROJECT TRIPS
Intersection of :

Traffix Node Number :

TOTAL:
2 11/05/2019
9 0 2 15 3 2 0 0 0 0 1PDC12-009 (3-06815) 0
Retail/Commercial

SANTANA ROW

STEVENS CREEK & WINCHESTER (SE/C)
40 0 1 23 1 1 0 0 0 0 1PDC14-040 (3-01388) 0
LEGACY

WINCHESTER RESERVE
863-917 WINCHESTER BLVD
11 0 6 55 11 3 0 0 0 0 1PDC14-068 (3-10478) 0
Retail/Commercial

SANTANA WEST
3161 OLSEN DRIVE
3 0 0 3 1 1 0 0 0 0 0PDC97-036 RET (3-06815) 0
Retail/Commercial

SANTANA ROW

STEVENS CREEK & WINCHESTER (SE/C)
9 96 16
0 0 3
0 63 0
7 0 0
0 63 0 9 96 16 7 0 0 0 0 3
Page No:

LEFT THRU RIGHT
NORTH
EAST
SOUTH
WEST
AM
Williams Rd & S Winchester Bl
3836
Permit No./Proposed Land
Use/Description/Location
M09
NBL
M08
NBT
M07
NBR
M03
SBL
M02
SBT
M01
SBR
M12
EBL
M11
EBT
M10
EBR
M06
WBL
M05
WBT
M04
WBR

PROJECT TRIPS
Intersection of :

Traffix Node Number :

TOTAL:
3 11/05/2019
21 0 0 4 1 3 0 0 0 0 2PDC12-009 (3-06815) 0
Retail/Commercial

SANTANA ROW

STEVENS CREEK & WINCHESTER (SE/C)
0 0 50 20 5 65 9 16 0 4 0PDC14-040 (3-01388) 10
LEGACY

WINCHESTER RESERVE
863-917 WINCHESTER BLVD
80 0 1 10 2 13 0 0 0 0 6PDC14-068 (3-10478) 0
Retail/Commercial

SANTANA WEST
3161 OLSEN DRIVE
1 0 0 1 0 0 0 0 0 0 0PDC97-036 RET (3-06815) 0
Retail/Commercial

SANTANA ROW

STEVENS CREEK & WINCHESTER (SE/C)
51 35 8
0 4 8
10 102 0
81 9 16
10 102 0 51 35 8 81 9 16 0 4 8
Page No:

LEFT THRU RIGHT
NORTH
EAST
SOUTH
WEST
PM
Williams Rd & S Winchester Bl
3836
Permit No./Proposed Land
Use/Description/Location
M09
NBL
M08
NBT
M07
NBR
M03
SBL
M02
SBT
M01
SBR
M12
EBL
M11
EBT
M10
EBR
M06
WBL
M05
WBT
M04
WBR

PROJECT TRIPS
Intersection of :

Traffix Node Number :

TOTAL:
4 11/05/2019
12 0 2 20 3 2 0 0 0 0 1PDC12-009 (3-06815) 0
Retail/Commercial

SANTANA ROW

STEVENS CREEK & WINCHESTER (SE/C)
0 0 26 10 19 38 6 14 0 17 0PDC14-040 (3-01388) 41
LEGACY

WINCHESTER RESERVE
863-917 WINCHESTER BLVD
14 0 6 72 11 3 0 0 0 0 1PDC14-068 (3-10478) 0
Retail/Commercial

SANTANA WEST
3161 OLSEN DRIVE
4 0 0 4 1 1 0 0 0 0 0PDC97-036 RET (3-06815) 0
Retail/Commercial

SANTANA ROW

STEVENS CREEK & WINCHESTER (SE/C)
34 106 34
0 17 2
41 30 0
44 6 14
41 30 0 34 106 34 44 6 14 0 17 2
Page No:

LEFT THRU RIGHT
NORTH
EAST
SOUTH
WEST
City of Campbell Approved and Pending Projects (Provided by the City of Campbell on December 3, 2019) # Project Name Location Project Description
Approved Projects
1 95 East Hamilton Avenue 95 East Hamilton Avenue 5,800 s.f. office building 2 Creekside Center 675/705 Creekside Way 172,000 s.f. of office space (office use is under construction; hotel use is already occupied)
3 Pruneyard Expansion 1875/1901 South Bascom Avenue 100,000 s.f. office building and 23,000 s..f of retail space (Phase 2 - Building 'R5' (5,000 s.f. has been completed. Most of the center is occupied. 4 Opa Expansion 276 East Campbell Avenue 10,819 s.f. of commercial and office 5 Springbridge 1625 West Campbell Avenue commerical day care center capacity increase from 60 to 100 children 6 Cresleigh Homes 540/558/566 East Campell Ave and 24/34 Dillon Avenue 6,512 s.f. of ground level commercial space and 59 condos. 7 Trojan Storage 750 East McGlincy Lane 156,000 s.f. self-storage facility 8 Chick-fil-A 2060 South Bascom Avenue 5,000 s.f. of fast-food with driveway-through window Pending Projects
9 Elephant Ba
r 499 E Hamilton Ave 8,250 s.f. of restaurant space
10 Franciscan 601 Almarida Drive Addition of 60 units to an existing apartment community

Appendix D
Volume Summary
Winchester Hotel AM Peak-Hour 6/16/2020
Intersection Number: 1
Traffix Node Number: 3836
Intersection Name: Winchester Boulevard and Williams Road Peak Hour: AM
Count Date: 11/19/19
Movements
North Approach East Approach South Approach W est Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 101 363 29 19 181 78 72 1059 177 90 80 234 2483 San Jose Approved Trips
ATI 8 35 51 8 4 0 0 102 10 16 9 81 324
Valley Fair Expansion 2 1 0 0 000 01 6 0 003 3 1
Campbell Approved Trips 0 1 3 0 000 0 72 300 2 5
Total Approved Trips 10 58 51 8 4 0 0 125 12 19 9 84 380 Reassignment of Existing Traffic 0 00 000 0 00 000 0
due to Winchester Blvd Improvements
Background Conditions 111 421 80 27 185 78 72 1184 189 109 89 318 2863 Project Trips 0 11 0 0 0 0 0 10 4 0 0 0 25
Background Plus Project Conditions 111 432 80 27 185 78 72 1194 193 109 89 318 2888 San Jose Pending Trips
1073 Winchester Mixed-Use 0 7 0 0 0 1 0 7 8 5 0 0 28
1495 Winchester Mixed-Use 0 4 0 0 0 0 0 3 0 1 0 0 8
Campbell Pending Trips 0 60 000 0 82 200 1 8
Total Pending Trips 0 17 0 0 0 1 0 18 10 8 0 0 54
Cumulative Plus Project Conditions 111 449 80 27 185 79 72 1212 203 117 89 318 2942 Hexagon Transportation Consultants, Inc.

Winchester Hotel AM Peak-Hour 6/16/2020
Intersection Number: 2
Traffix Node Number: 3737
Intersection Name: Winchester Boulevard and Payne Avenue Peak Hour: AM
Count Date: 11/19/19
Movements
North Approach East Approach South Approach W est Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 64 375 38 56 113 132 64 877 196 174 68 227 2384 San Jose Approved Trips
ATI 3 4 5 1 800 08 9 0 00 1 6 1 6 2
Valley Fair Expansion 2 80 000 01 4 0 002 2 6
Campbell Approved Trips 0 1 6 0 000 0 92 400 3 1
Total Approved Trips 5 69 1 8 0 0 0 112 2 4 0 18 219
Reassignment of Existing Traffic 0 00 000 0- 1 2 0 00 1 2 0 due to Winchester Blvd Improvements
Background Conditions 69 444 39 64 113 132 64 977 198 178 68 257 2603 Project Trips 0 13 11 0 0 0 0 20 0 0 0 6 50
Background Plus Project Conditions 69 457 50 64 113 132 64 997 198 178 68 263 2653 San Jose Pending Trips
1073 Winchester Mixed-Use 3 5 0 1 0 0 0 7 0 0 0 0 16
1495 Winchester Mixed-Use 0 5 0 0 0 0 0 2 0 1 0 1 9
Campbell Pending Trips 0 80 000 01 0 2 200 2 2
Total Pending Trips 3 18 0 1 0 0 0 19 2 3 0 1 47
Cumulative Plus Project Conditions 72 475 50 65 113 132 64 1016 200 181 68 264 2700 Hexagon Transportation Consultants, Inc.

Winchester Hotel AM Peak-Hour 6/16/2020
Intersection Number: 3
Traffix Node Number: 3882
Intersection Name: Winchester Boulevard and David Avenue/Williamsburg Drive Peak Hour: AM
Count Date: 11/19/19
Movements
North Approach East Approach South Approach W est Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 28 647 24 45 4 37 31 1163 51 39 1 59 2129 San Jose Approved Trips
ATI 0 4 5 0 000 08 9 0 000 1 3 4
Valley Fair Expansion 0 80 000 01 4 0 000 2 2
Campbell Approved Trips 0 2 0 0 000 01 1 0 000 3 1
Total Approved Trips 0 73 0 0 0 0 0 114 0 0 0 0 187
Reassignment of Existing Traffic 0 0 0 0 0 0 0 -25 0 0 0 12 -13 due to Winchester Blvd Improvements
Background Conditions 28 720 24 45 4 37 31 1252 51 39 1 71 2303 Project Trips 0 13 0 0 0 0 0 20 0 0 0 0 33
Background Plus Project Conditions 28 733 24 45 4 37 31 1272 51 39 1 71 2336 San Jose Pending Trips
1073 Winchester Mixed-Use 0 5 0 0 0 0 0 7 0 0 0 0 12
1495 Winchester Mixed-Use 0 6 0 0 0 0 0 2 11 0 0 1 20
Campbell Pending Trips 0 1 0 0 000 01 2 0 000 2 2
Total Pending Trips 0 21 0 0 0 0 0 21 11 0 0 1 54
Cumulative Plus Project Conditions 28 754 24 45 4 37 3 1 1293 62 39 1 72 2390 Hexagon Transportation Consultants, Inc.

Winchester Hotel AM Peak-Hour 6/16/2020
Intersection Number: 4
Traffix Node Number: 102
Intersection Name: Winchester Boulevard and Hamilton Avenue Peak Hour: AM
Count Date: 4/24/18
Movements
North Approach East Approach South Approach W est Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 115 397 428 531 1026 446 331 617 101 112 612 133 4849 San Jose Approved Trips
ATI 9 27 9 18 0 0 0 53 0 0 0 18 134
Valley Fair Expansion 2 24 600 0 40 004 2 2
Campbell Approved Trips 2 4 14 5 9 11 13 4 0 1 26 2 91
Total Approved Trips 13 33 27 29 9 11 13 61 0 1 26 24 247 Reassignment of Existing Traffic 0 0 3 6 000 0 00 000 3 6 due to Winchester Blvd Improvements
Background Conditions 128 430 491 560 1035 457 344 678 101 113 638 157 5132 Project Trips 1 1 11 17 0 0 0 2 0 0 0 2 34
Background Plus Project Conditions 129 431 502 577 1035 457 344 680 101 113 638 159 5166 San Jose Pending Trips
1073 Winchester Mixed-Use 1 1 4 6 0 0 0 1 0 0 0 0 13
1495 Winchester Mixed-Use 2 2 9 9 0 0 0 2 0 0 0 0 24
Campbell Pending Trips 0 0 10 12 12 12 10 0 0 0 10 0 66 Total Pending Trips 3 3 23 27 12 12 10 3 0 0 10 0 103
Cumulative Plus Project Conditions 132 434 525 604 1047 469 354 683 101 113 648 159 5269 Hexagon Transportation Consultants, Inc.

Winchester Hotel AM Peak-Hour 6/16/2020
Intersection Number: 5
Traffix Node Number: 9001
Intersection Name: Winchester Boulevard and Fireside Drive Peak Hour: AM
Count Date: 11/19/19
Movements
North Approach East Approach South Approach W est Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 1 438 23 67 0 0 13 1132 81 5 0 0 1760 San Jose Approved Trips
ATI 0 4 9 0 000 0 1 1 3 0 000 1 6 2
Valley Fair Expansion 0 1 0 0 000 01 6 0 000 2 6
Campbell Approved Trips 0 1 6 0 000 0 90 000 2 5
Total Approved Trips 0 75 0 0 0 0 0 138 0 0 0 0 213
Reassignment of Existing Traffic 0 00 000 0 00 000 0
due to Winchester Blvd Improvements
Background Conditions 1 513 23 67 0 0 13 1270 81 5 0 0 1973 Project Trips 0 11 0 0 0 0 0 14 13 0 0 0 38
Background Plus Project Conditions 1 524 23 67 0 0 13 1284 94 5 0 0 2011 San Jose Pending Trips
1073 Winchester Mixed-Use 0 8 0 0 0 0 0 8 0 0 0 0 16
1495 Winchester Mixed-Use 0 5 0 0 0 0 0 3 0 0 0 0 8
Campbell Pending Trips 0 80 000 01 0 0 000 1 8
Total Pending Trips 0 21 0 0 0 0 0 21 0 0 0 0 42
Cumulative Plus Project Conditions 1 545 23 67 0 0 13 1305 94 5 0 0 2053 Hexagon Transportation Consultants, Inc.

Winchester Hotel PM Peak-Hour 6/16/2020
Intersection Number: 1
Traffix Node Number: 3836
Intersection Name: Winchester Boulevard and Williams Road Peak Hour: PM
Count Date: 11/19/19
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 132 913 35 16 37 41 48 870 162 170 65 289 2778 San Jose Approved Trips
ATI 34 106 34 2 17 0 0 30 41 14 6 44 328
Valley Fair Expansion 9 5 0 0 000 04 6 0 008 1 1 3
Campbell Approved Trips 0 1 5 0 000 01 5 4 400 3 8
Total Approved Trips 43 171 34 2 17 0 0 91 45 18 6 52 479 Reassignment of Existing Traffic 0 00 000 0 00 000 0
due to Winchester Blvd Improvements
Background Conditions 175 1084 69 18 54 41 48 961 207 188 71 341 3257 Project Trips 0 11 0 0 0 0 0 14 6 0 0 0 31
Background Plus Project Conditions 175 1095 69 18 54 41 48 975 213 188 71 341 3288 San Jose Pending Trips
1073 Winchester Mixed-Use 0 6 0 0 0 0 1 11 7 4 0 0 29
1495 Winchester Mixed-Use 0 3 0 0 0 0 0 4 0 2 0 0 9
Campbell Pending Trips 0 90 000 0 61 200 1 8
Total Pending Trips 0 18 0 0 0 0 1 21 8 8 0 0 56
Cumulative Plus Project Conditions 175 1113 69 18 54 41 49 996 221 196 71 341 3344 Hexagon Transportation Consultants, Inc.

Winchester Hotel PM Peak-Hour 6/16/2020
Intersection Number: 2
Traffix Node Number: 3737
Intersection Name: Winchester Boulevard and Payne Avenue Peak Hour: PM
Count Date: 11/19/19
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 163 876 88 36 73 73 48 723 145 178 91 215 2709 San Jose Approved Trips
ATI 16 96 9 3 0 0 0 63 0 0 0 7 194
Valley Fair Expansion 8 4 2 0 000 03 9 0 007 9 6
Campbell Approved Trips 0 1 9 0 000 01 9 5 500 4 8
Total Approved Trips 24 157 9 3 0 0 0 121 5 5 0 14 338
Reassignment of Existing Traffic 0 00 000 0 - 7 0 007 0 due to Winchester Blvd Improvements
Background Conditions 187 1033 97 39 73 73 48 837 150 183 91 236 3047 Project Trips 0 19 11 0 0 0 0 20 0 0 0 6 56
Background Plus Project Conditions 187 1052 108 39 73 73 48 857 150 183 91 242 3103 San Jose Pending Trips
1073 Winchester Mixed-Use 4 8 1 0 0 0 0 6 0 0 0 0 19
1495 Winchester Mixed-Use 0 5 0 0 0 0 0 3 0 1 0 1 10
Campbell Pending Trips 0 1 1 0 000 0 72 300 2 3
Total Pending Trips 4 24 1 0 0 0 0 16 2 4 0 1 52
Cumulative Plus Project Conditions 191 1076 109 39 73 73 48 873 152 187 91 243 3155 Hexagon Transportation Consultants, Inc.

Winchester Hotel PM Peak-Hour 6/16/2020
Intersection Number: 3
Traffix Node Number: 3882
Intersection Name: Winchester Boulevard and David Avenue/Williamsburg Drive Peak Hour: PM
Count Date: 11/19/19
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 51 1055 46 39 5 36 54 896 91 33 3 59 2368 San Jose Approved Trips
ATI 0 9 6 0 000 06 3 0 000 1 5 9
Valley Fair Expansion 0 4 2 0 000 03 9 0 000 8 1
Campbell Approved Trips 0 2 4 0 000 02 4 0 000 4 8
Total Approved Trips 0 162 0 0 0 0 0 126 0 0 0 0 288
Reassignment of Existing Traffic 0 00 000 0- 1 4 0 007 - 7 due to Winchester Blvd Improvements
Background Conditions 51 1217 46 39 5 36 54 1008 91 33 3 66 2649 Project Trips 0 19 0 0 0 0 0 20 0 0 0 0 39
Background Plus Project Conditions 51 1236 46 39 5 36 54 1028 91 33 3 66 2688 San Jose Pending Trips
1073 Winchester Mixed-Use 0 8 0 0 0 0 0 6 0 0 0 0 14
1495 Winchester Mixed-Use 0 7 0 0 0 0 0 2 10 0 0 1 20
Campbell Pending Trips 0 1 4 0 000 0 90 000 2 3
Total Pending Trips 0 29 0 0 0 0 0 17 10 0 0 1 57
Cumulative Plus Project Conditions 51 1265 46 39 5 36 54 1045 101 33 3 67 2745 Hexagon Transportation Consultants, Inc.

Winchester Hotel PM Peak-Hour 6/16/2020
Intersection Number: 4
Traffix Node Number: 102
Intersection Name: Winchester Boulevard and Hamilton Avenue Peak Hour: PM
Count Date: 12/13/18
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 178 646 432 481 959 393 301 490 162 176 961 173 5352 San Jose Approved Trips
ATI 19 58 19 13 0 0 0 37 0 0 0 13 159
Valley Fair Expansion 13 13 16 15 0 0 0 12 0 0 0 12 81
Campbell Approved Trips 2 4 18 17 26 20 11 5 2 1 27 2 135 Total Approved Trips 34 75 53 45 26 20 11 54 2 1 27 27 375 Reassignment of Existing Traffic 0 0 3 9 000 0 00 000 3 9 due to Winchester Blvd Improvements
Background Conditions 212 721 524 526 985 413 312 544 164 177 988 200 5766 Project Trips 2 2 15 17 0 0 0 2 0 0 0 2 40
Background Plus Project Conditions 214 723 539 543 985 413 312 546 164 177 988 202 5806 San Jose Pending Trips
1073 Winchester Mixed-Use 2 1 6 5 0 0 0 1 0 0 0 0 15
1495 Winchester Mixed-Use 4 2 13 7 0 0 0 2 0 0 0 1 29
Campbell Pending Trips 0 0 14 9 9 9 14 0 0 0 14 0 69
Total Pending Trips 6 3 33 21 9 9 14 3 0 0 14 1 113
Cumulative Plus Project Conditions 220 726 572 564 994 422 326 549 164 177 1002 203 5919 Hexagon Transportation Consultants, Inc.

Winchester Hotel PM Peak-Hour 6/16/2020
Intersection Number: 5
Traffix Node Number: 9001
Intersection Name: Winchester Boulevard and Fireside Drive Peak Hour: PM
Count Date: 11/19/19
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 3 1076 82 34 0 0 21 928 45 15 0 0 2204 San Jose Approved Trips
ATI 0 1 2 1 0 000 07 3 0 000 1 9 4
Valley Fair Expansion 0 5 0 0 000 04 6 0 000 9 6
Campbell Approved Trips 0 1 9 0 000 01 9 0 000 3 8
Total Approved Trips 0 190 0 0 0 0 0 138 0 0 0 0 328
Reassignment of Existing Traffic 0 00 000 0 00 000 0
due to Winchester Blvd Improvements
Background Conditions 3 1266 82 34 0 0 21 1066 45 15 0 0 2532 Project Trips 0 11 0 0 0 0 0 19 19 0 0 0 49
Background Plus Project Conditions 3 1277 82 34 0 0 21 1085 64 15 0 0 2581 San Jose Pending Trips
1073 Winchester Mixed-Use 0 13 0 0 0 0 0 6 0 0 0 0 19
1495 Winchester Mixed-Use 0 5 0 0 0 0 0 4 0 0 0 0 9
Campbell Pending Trips 0 1 1 0 000 0 70 000 1 8
Total Pending Trips 0 29 0 0 0 0 0 17 0 0 0 0 46
Cumulative Plus Project Conditions 3 1306 82 34 0 0 21 1102 64 15 0 0 2627 Hexagon Transportation Consultants, Inc.

Appendix E
Intersection Level of Service Calculations
COMPARE Tue Jun 16 14:25:31 2020 Page 31-9
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing (AM)
Intersection #3836: WILLIAMS/WINCHESTER

Signal=Protect/Rights=Include
Final Vol: 101 363 29***
Lanes: 0 1 2 0 1

Si
gnal=Protect

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

234***

2 Cycle Time (sec): 126

0 19

0 Loss Time (sec): 12

1 80 0

Critical V/C: 0.531
0 181***
1 Avg Crit Del (sec/veh): 30.1
0 90 0

Avg Delay (sec/veh): 32.9
1 78
L O S : C

Lanes: 1 0 2 0 1
Final Vol: 177 1059*** 72
Signal=Protect/Rights=Overlap

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 177 1059 72 29 363 101 234 80 90 78 181 19 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 177 1059 72 29 363 101 234 80 90 78 181 19 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 ATI: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 177 1059 72 29 363 101 234 80 90 78 181 19 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 177 1059 72 29 363 101 234 80 90 78 181 19 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 177 1059 72 29 363 101 234 80 90 78 181 19 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 177 1059 72 29 363 101 234 80 90 78 181 19 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 0.99 0.95 0.83 0.95 0.95 0.92 0.95 0.95 Lanes: 1.00 2.00 1.00 1.00 2.32 0.68 2.00 0.47 0.53 1.00 0.91 0.09 Final Sat.: 1750 3800 1750 1750 4379 1219 3150 847 953 1750 1629 171 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.10 0.28 0.04 0.02 0.08 0.08 0.07 0.09 0.09 0.04 0.11 0.11 Crit Moves: **** **** **** **** Green Time: 39.2 64.3 80.1 7.0 32.1 32.1 17.1 26.9 26.9 15.8 25.6 25.6 Volume/Cap: 0.33 0.55 0.06 0.30 0.33 0.33 0.55 0.44 0.44 0.35 0.55 0.55 Delay/Veh: 33.6 21.3 8.7 58.9 38.3 38.3 52.3 43.8 43.8 51.4 46.7 46.7 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 33.6 21.3 8.7 58.9 38.3 38.3 52.3 43.8 43.8 51.4 46.7 46.7 LOS by Move: C C A E D D D D D D D D HCM2kAvgQ: 6 14 1 1 5 5 6 6 6 3 8 8 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:25:31 2020 Page 31-10
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background (AM)
Intersection #3836: WILLIAMS/WINCHESTER

Signal=Protect/Rights=Include
Final Vol: 111 421 80***
Lanes: 0 1 1 0 1

Si
gnal=Protect

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

318***

2 Cycle Time (sec): 126

0 27

0 Loss Time (sec): 12

1 89 0

Critical V/C: 0.667
0 185***
1 Avg Crit Del (sec/veh): 34.5
0 109 0

Avg Delay (sec/veh): 35.9
1 78
L O S : D

Lanes: 1 0 1 1 0
Final Vol: 189 1184*** 72
Signal=Protect/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 177 1059 72 29 363 101 234 80 90 78 181 19 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 177 1059 72 29 363 101 234 80 90 78 181 19 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 ATI: 12 125 0 51 58 10 84 9 19 0 4 8 Initial Fut: 189 1184 72 80 421 111 318 89 109 78 185 27 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 189 1184 72 80 421 111 318 89 109 78 185 27 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 189 1184 72 80 421 111 318 89 109 78 185 27 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 189 1184 72 80 421 111 318 89 109 78 185 27 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.98 0.95 0.92 0.98 0.95 0.83 0.95 0.95 0.92 0.95 0.95 Lanes: 1.00 1.88 0.12 1.00 1.57 0.43 2.00 0.45 0.55 1.00 0.87 0.13 Final Sat.: 1750 3488 212 1750 2927 772 3150 809 991 1750 1571 229 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.11 0.34 0.34 0.05 0.14 0.14 0.10 0.11 0.11 0.04 0.12 0.12 Crit Moves: **** **** **** **** Green Time: 31.2 64.1 64.1 8.6 41.5 41.5 19.1 27.4 27.4 13.9 22.2 22.2 Volume/Cap: 0.44 0.67 0.67 0.67 0.44 0.44 0.67 0.51 0.51 0.41 0.67 0.67 Delay/Veh: 40.7 24.0 24.0 70.8 33.3 33.3 54.1 44.4 44.4 53.6 53.8 53.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 40.7 24.0 24.0 70.8 33.3 33.3 54.1 44.4 44.4 53.6 53.8 53.8 LOS by Move: D C C E C C D D D D D D HCM2kAvgQ: 7 19 19 3 8 8 8 7 7 3 9 9 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:25:31 2020 Page 31-11
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background+Project (AM)
Intersection #3836: WILLIAMS/WINCHESTER

Signal=Protect/Rights=Include
Final Vol: 111 432 80***
Lanes: 0 1 1 0 1

Si
gnal=Protect

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

318***

2 Cycle Time (sec): 126

0 27

0 Loss Time (sec): 12

1 89 0

Critical V/C: 0.670
0 185***
1 Avg Crit Del (sec/veh): 34.5
0 109 0

Avg Delay (sec/veh): 35.9
1 78
L O S : D

Lanes: 1 0 1 1 0
Final Vol: 193 1194*** 72
Signal=Protect/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 177 1059 72 29 363 101 234 80 90 78 181 19 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 177 1059 72 29 363 101 234 80 90 78 181 19 Added Vol: 4 10 0 0 11 0 0 0 0 0 0 0 ATI: 12 125 0 51 58 10 84 9 19 0 4 8 Initial Fut: 193 1194 72 80 432 111 318 89 109 78 185 27 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 193 1194 72 80 432 111 318 89 109 78 185 27 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 193 1194 72 80 432 111 318 89 109 78 185 27 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 193 1194 72 80 432 111 318 89 109 78 185 27 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.98 0.95 0.92 0.98 0.95 0.83 0.95 0.95 0.92 0.95 0.95 Lanes: 1.00 1.88 0.12 1.00 1.58 0.42 2.00 0.45 0.55 1.00 0.87 0.13 Final Sat.: 1750 3489 210 1750 2943 756 3150 809 991 1750 1571 229 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.11 0.34 0.34 0.05 0.15 0.15 0.10 0.11 0.11 0.04 0.12 0.12 Crit Moves: **** **** **** **** Green Time: 31.3 64.3 64.3 8.6 41.6 41.6 19.0 27.3 27.3 13.8 22.1 22.1 Volume/Cap: 0.44 0.67 0.67 0.67 0.44 0.44 0.67 0.51 0.51 0.41 0.67 0.67 Delay/Veh: 40.7 23.9 23.9 71.2 33.4 33.4 54.3 44.5 44.5 53.7 54.0 54.0 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 40.7 23.9 23.9 71.2 33.4 33.4 54.3 44.5 44.5 53.7 54.0 54.0 LOS by Move: D C C E C C D D D D D D HCM2kAvgQ: 7 19 19 3 8 8 8 7 7 3 9 9 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:25:31 2020 Page 31-12
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Cumulative+Project (AM)
Intersection #3836: WILLIAMS/WINCHESTER

Signal=Protect/Rights=Include
Final Vol: 111 449 80***
Lanes: 0 1 1 0 1

Si
gnal=Protect

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

318***

2 Cycle Time (sec): 126

0 27

0 Loss Time (sec): 12

1 89 0

Critical V/C: 0.676
0 185***
1 Avg Crit Del (sec/veh): 34.4
0 117 0

Avg Delay (sec/veh): 36.0
1 79
L O S : D

Lanes: 1 0 1 1 0
Final Vol: 203 1212*** 72
Signal=Protect/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 189 1184 72 80 421 111 318 89 109 78 185 27 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 189 1184 72 80 421 111 318 89 109 78 185 27 Added Vol: 4 10 0 0 11 0 0 0 0 0 0 0 ATI: 10 18 0 0 17 0 0 0 8 1 0 0 Initial Fut: 203 1212 72 80 449 111 318 89 117 79 185 27 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 203 1212 72 80 449 111 318 89 117 79 185 27 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 203 1212 72 80 449 111 318 89 117 79 185 27 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 203 1212 72 80 449 111 318 89 117 79 185 27 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.98 0.95 0.92 0.98 0.95 0.83 0.95 0.95 0.92 0.95 0.95 Lanes: 1.00 1.88 0.12 1.00 1.59 0.41 2.00 0.43 0.57 1.00 0.87 0.13 Final Sat.: 1750 3492 207 1750 2966 733 3150 778 1022 1750 1571 229 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.12 0.35 0.35 0.05 0.15 0.15 0.10 0.11 0.11 0.05 0.12 0.12 Crit Moves: **** **** **** **** Green Time: 31.8 64.7 64.7 8.5 41.5 41.5 18.8 27.5 27.5 13.3 22.0 22.0 Volume/Cap: 0.46 0.68 0.68 0.68 0.46 0.46 0.68 0.53 0.53 0.43 0.68 0.68 Delay/Veh: 40.6 23.8 23.8 71.9 33.7 33.7 54.6 44.8 44.8 54.3 54.5 54.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 40.6 23.8 23.8 71.9 33.7 33.7 54.6 44.8 44.8 54.3 54.5 54.5 LOS by Move: D C C E C C D D D D D D HCM2kAvgQ: 7 19 19 3 8 8 8 8 8 4 9 9 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:26:15 2020 Page 31-9
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing (PM)
Intersection #3836: WILLIAMS/WINCHESTER

Signal=Protect/Rights=Include
Final Vol: 132 913*** 35
Lanes: 0 1 2 0 1

Si
gnal=Protect

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

289

2 Cycle Time (sec): 140

0 16

0 Loss Time (sec): 12

1 65*** 0

Critical V/C: 0.474
0 37
1 Avg Crit Del (sec/veh): 36.7
0 170 0

Avg Delay (sec/veh): 34.7
1 41***
L O S : C

Lanes: 1 0 2 0 1
Final Vol: 162*** 870 48
Signal=Protect/Rights=Overlap

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 162 870 48 35 913 132 289 65 170 41 37 16 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 162 870 48 35 913 132 289 65 170 41 37 16 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 ATI: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 162 870 48 35 913 132 289 65 170 41 37 16 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 162 870 48 35 913 132 289 65 170 41 37 16 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 162 870 48 35 913 132 289 65 170 41 37 16 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 162 870 48 35 913 132 289 65 170 41 37 16 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 0.99 0.95 0.83 0.95 0.95 0.92 0.95 0.95 Lanes: 1.00 2.00 1.00 1.00 2.61 0.39 2.00 0.28 0.72 1.00 0.70 0.30 Final Sat.: 1750 3800 1750 1750 4892 707 3150 498 1302 1750 1257 543 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.09 0.23 0.03 0.02 0.19 0.19 0.09 0.13 0.13 0.02 0.03 0.03 Crit Moves: **** **** **** **** Green Time: 27.3 67.7 74.7 14.8 55.1 55.1 25.6 38.6 38.6 7.0 19.9 19.9 Volume/Cap: 0.47 0.47 0.05 0.19 0.47 0.47 0.50 0.47 0.47 0.47 0.21 0.21 Delay/Veh: 51.0 24.4 15.7 57.6 31.8 31.8 52.1 43.0 43.0 68.6 53.4 53.4 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 51.0 24.4 15.7 57.6 31.8 31.8 52.1 43.0 43.0 68.6 53.4 53.4 LOS by Move: D C B E C C D D D E D D HCM2kAvgQ: 7 12 1 1 11 11 7 9 9 2 2 2 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:26:15 2020 Page 31-10
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background (PM)
Intersection #3836: WILLIAMS/WINCHESTER

Signal=Protect/Rights=Include
Final Vol: 175 1084*** 69
Lanes: 0 1 1 0 1

Si
gnal=Protect

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

341

2 Cycle Time (sec): 140

0 18

0 Loss Time (sec): 12

1 71*** 0

Critical V/C: 0.685
0 54
1 Avg Crit Del (sec/veh): 37.9
0 188 0

Avg Delay (sec/veh): 35.5
1 41***
L O S : D

Lanes: 1 0 1 1 0
Final Vol: 207*** 961 48
Signal=Protect/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 162 870 48 35 913 132 289 65 170 41 37 16 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 162 870 48 35 913 132 289 65 170 41 37 16 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 ATI: 45 91 0 34 171 43 52 6 18 0 17 2 Initial Fut: 207 961 48 69 1084 175 341 71 188 41 54 18 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 207 961 48 69 1084 175 341 71 188 41 54 18 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 207 961 48 69 1084 175 341 71 188 41 54 18 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 207 961 48 69 1084 175 341 71 188 41 54 18 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.97 0.95 0.92 0.98 0.95 0.83 0.95 0.95 0.92 0.95 0.95 Lanes: 1.00 1.90 0.10 1.00 1.71 0.29 2.00 0.27 0.73 1.00 0.75 0.25 Final Sat.: 1750 3524 176 1750 3185 514 3150 493 1307 1750 1350 450 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.12 0.27 0.27 0.04 0.34 0.34 0.11 0.14 0.14 0.02 0.04 0.04 Crit Moves: **** **** **** **** Green Time: 23.8 77.8 77.8 14.3 68.3 68.3 21.6 28.9 28.9 7.0 14.3 14.3 Volume/Cap: 0.70 0.49 0.49 0.39 0.70 0.70 0.70 0.70 0.70 0.47 0.39 0.39 Delay/Veh: 61.8 19.2 19.2 60.2 29.0 29.0 60.7 57.2 57.2 68.6 60.2 60.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 61.8 19.2 19.2 60.2 29.0 29.0 60.7 57.2 57.2 68.6 60.2 60.2 LOS by Move: E B B E C C E E E E E E HCM2kAvgQ: 10 13 13 3 21 21 10 12 12 2 3 3 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:26:15 2020 Page 31-11
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background+Project (PM)
Intersection #3836: WILLIAMS/WINCHESTER

Signal=Protect/Rights=Include
Final Vol: 175 1095*** 69
Lanes: 0 1 1 0 1

Si
gnal=Protect

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

341

2 Cycle Time (sec): 140

0 18

0 Loss Time (sec): 12

1 71*** 0

Critical V/C: 0.692
0 54
1 Avg Crit Del (sec/veh): 38.3
0 188 0

Avg Delay (sec/veh): 35.6
1 41***
L O S : D

Lanes: 1 0 1 1 0
Final Vol: 213*** 975 48
Signal=Protect/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 162 870 48 35 913 132 289 65 170 41 37 16 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 162 870 48 35 913 132 289 65 170 41 37 16 Added Vol: 6 14 0 0 11 0 0 0 0 0 0 0 ATI: 45 91 0 34 171 43 52 6 18 0 17 2 Initial Fut: 213 975 48 69 1095 175 341 71 188 41 54 18 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 213 975 48 69 1095 175 341 71 188 41 54 18 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 213 975 48 69 1095 175 341 71 188 41 54 18 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 213 975 48 69 1095 175 341 71 188 41 54 18 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.97 0.95 0.92 0.98 0.95 0.83 0.95 0.95 0.92 0.95 0.95 Lanes: 1.00 1.90 0.10 1.00 1.72 0.28 2.00 0.27 0.73 1.00 0.75 0.25 Final Sat.: 1750 3526 174 1750 3190 510 3150 493 1307 1750 1350 450 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.12 0.28 0.28 0.04 0.34 0.34 0.11 0.14 0.14 0.02 0.04 0.04 Crit Moves: **** **** **** **** Green Time: 24.2 78.3 78.3 14.2 68.2 68.2 21.4 28.6 28.6 7.0 14.1 14.1 Volume/Cap: 0.70 0.49 0.49 0.39 0.70 0.70 0.71 0.70 0.70 0.47 0.40 0.40 Delay/Veh: 61.9 19.0 19.0 60.3 29.3 29.3 61.1 57.9 57.9 68.6 60.3 60.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 61.9 19.0 19.0 60.3 29.3 29.3 61.1 57.9 57.9 68.6 60.3 60.3 LOS by Move: E B B E C C E E E E E E HCM2kAvgQ: 11 13 13 3 22 22 10 12 12 2 3 3 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:26:15 2020 Page 31-12
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Cumulative+Project (PM)
Intersection #3836: WILLIAMS/WINCHESTER

Signal=Protect/Rights=Include
Final Vol: 175 1113*** 69
Lanes: 0 1 1 0 1

Si
gnal=Protect

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

341

2 Cycle Time (sec): 140

0 18

0 Loss Time (sec): 12

1 71*** 0

Critical V/C: 0.707
0 54
1 Avg Crit Del (sec/veh): 39.1
0 196 0

Avg Delay (sec/veh): 36.0
1 41***
L O S : D

Lanes: 1 0 1 1 0
Final Vol: 221*** 996 49
Signal=Protect/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 207 961 48 69 1084 175 341 71 188 41 54 18 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 207 961 48 69 1084 175 341 71 188 41 54 18 Added Vol: 6 14 0 0 11 0 0 0 0 0 0 0 ATI: 8 21 1 0 18 0 0 0 8 0 0 0 Initial Fut: 221 996 49 69 1113 175 341 71 196 41 54 18 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 221 996 49 69 1113 175 341 71 196 41 54 18 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 221 996 49 69 1113 175 341 71 196 41 54 18 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 221 996 49 69 1113 175 341 71 196 41 54 18 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.97 0.95 0.92 0.98 0.95 0.83 0.95 0.95 0.92 0.95 0.95 Lanes: 1.00 1.90 0.10 1.00 1.72 0.28 2.00 0.27 0.73 1.00 0.75 0.25 Final Sat.: 1750 3526 173 1750 3197 503 3150 479 1321 1750 1350 450 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.13 0.28 0.28 0.04 0.35 0.35 0.11 0.15 0.15 0.02 0.04 0.04 Crit Moves: **** **** **** **** Green Time: 24.5 78.3 78.3 13.9 67.6 67.6 21.6 28.8 28.8 7.0 14.2 14.2 Volume/Cap: 0.72 0.50 0.50 0.40 0.72 0.72 0.70 0.72 0.72 0.47 0.39 0.39 Delay/Veh: 62.6 19.1 19.1 60.7 30.1 30.1 60.8 58.6 58.6 68.6 60.2 60.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 62.6 19.1 19.1 60.7 30.1 30.1 60.8 58.6 58.6 68.6 60.2 60.2 LOS by Move: E B B E C C E E E E E E HCM2kAvgQ: 11 14 14 3 22 22 10 12 12 2 3 3 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:25:31 2020 Page 31-5
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing (AM)
Intersection #3737: PAYNE/WINCHESTER

Signal=Protect/Rights=Overlap
Final Vol: 64 375 38***
Lanes: 1 0 3 0 1

Si
gnal=Split

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

227

1 Cycle Time (sec): 126

0 56

1 Loss Time (sec): 12

0 68*** 0

Critical V/C: 0.492
1! 113
0 Avg Crit Del (sec/veh): 36.9
0 174 1

Avg Delay (sec/veh): 38.0
0 132***
L O S : D

Lanes: 1 0 2 1 0
Final Vol: 196 877*** 64
Signal=Protect/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 10 10 10 10 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 196 877 64 38 375 64 227 68 174 132 113 56 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 196 877 64 38 375 64 227 68 174 132 113 56 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 ATI: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 196 877 64 38 375 64 227 68 174 132 113 56 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 196 877 64 38 375 64 227 68 174 132 113 56 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 196 877 64 38 375 64 227 68 174 132 113 56 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 196 877 64 38 375 64 227 68 174 132 113 56 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.99 0.95 0.92 1.00 0.92 0.93 0.95 0.92 0.92 0.92 0.92 Lanes: 1.00 2.79 0.21 1.00 3.00 1.00 1.55 0.45 1.00 0.44 0.37 0.19 Final Sat.: 1750 5219 381 1750 5700 1750 2732 818 1750 767 657 326 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.11 0.17 0.17 0.02 0.07 0.04 0.08 0.08 0.10 0.17 0.17 0.17 Crit Moves: **** **** **** **** Green Time: 29.0 42.5 42.5 7.0 20.5 41.5 21.0 21.0 50.0 43.5 43.5 43.5 Volume/Cap: 0.49 0.50 0.50 0.39 0.40 0.11 0.50 0.50 0.25 0.50 0.50 0.50 Delay/Veh: 43.0 33.5 33.5 60.0 47.5 29.5 48.4 48.4 25.7 33.3 33.3 33.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 43.0 33.5 33.5 60.0 47.5 29.5 48.4 48.4 25.7 33.3 33.3 33.3 LOS by Move: D C C E D C D D C C C C HCM2kAvgQ: 7 9 9 2 5 2 6 6 5 10 10 10 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:25:31 2020 Page 31-6
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background (AM)
Intersection #3737: PAYNE/WINCHESTER

Signal=Protect/Rights=Include
Final Vol: 69 444 39***
Lanes: 0 1 1 0 1

Si
gnal=Split

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

257***

1 Cycle Time (sec): 126

0 64

1 Loss Time (sec): 12

0 68 0

Critical V/C: 0.632
1! 113
0 Avg Crit Del (sec/veh): 37.0
0 178 1

Avg Delay (sec/veh): 37.5
0 132***
L O S : D

Lanes: 1 0 1 1 0
Final Vol: 198 977*** 64
Signal=Protect/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 10 10 10 10 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 196 877 64 38 375 64 227 68 174 132 113 56 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 196 877 64 38 375 64 227 68 174 132 113 56 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 ATI: 2 100 0 1 69 5 30 0 4 0 0 8 Initial Fut: 198 977 64 39 444 69 257 68 178 132 113 64 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 198 977 64 39 444 69 257 68 178 132 113 64 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 198 977 64 39 444 69 257 68 178 132 113 64 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 198 977 64 39 444 69 257 68 178 132 113 64 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.98 0.95 0.92 0.98 0.95 0.93 0.95 0.92 0.92 0.92 0.92 Lanes: 1.00 1.87 0.13 1.00 1.72 0.28 1.59 0.41 1.00 0.43 0.36 0.21 Final Sat.: 1750 3472 227 1750 3202 498 2807 743 1750 748 640 362 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.11 0.28 0.28 0.02 0.14 0.14 0.09 0.09 0.10 0.18 0.18 0.18 Crit Moves: **** **** **** **** Green Time: 27.8 54.8 54.8 7.0 34.0 34.0 17.8 17.8 45.6 34.4 34.4 34.4 Volume/Cap: 0.51 0.65 0.65 0.40 0.51 0.51 0.65 0.65 0.28 0.65 0.65 0.65 Delay/Veh: 44.4 28.9 28.9 60.2 39.4 39.4 54.1 54.1 28.8 43.5 43.5 43.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 44.4 28.9 28.9 60.2 39.4 39.4 54.1 54.1 28.8 43.5 43.5 43.5 LOS by Move: D C C E D D D D C D D D HCM2kAvgQ: 7 16 16 2 9 9 7 7 5 12 12 12 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:25:31 2020 Page 31-7
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background+Project (AM)
Intersection #3737: PAYNE/WINCHESTER

Signal=Protect/Rights=Include
Final Vol: 69 457 50***
Lanes: 0 1 1 0 1

Si
gnal=Split

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

263***

1 Cycle Time (sec): 126

0 64

1 Loss Time (sec): 12

0 68 0

Critical V/C: 0.647
1! 113
0 Avg Crit Del (sec/veh): 37.4
0 178 1

Avg Delay (sec/veh): 37.7
0 132***
L O S : D

Lanes: 1 0 1 1 0
Final Vol: 198 997*** 64
Signal=Protect/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 10 10 10 10 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 196 877 64 38 375 64 227 68 174 132 113 56 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 196 877 64 38 375 64 227 68 174 132 113 56 Added Vol: 0 20 0 11 13 0 6 0 0 0 0 0 ATI: 2 100 0 1 69 5 30 0 4 0 0 8 Initial Fut: 198 997 64 50 457 69 263 68 178 132 113 64 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 198 997 64 50 457 69 263 68 178 132 113 64 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 198 997 64 50 457 69 263 68 178 132 113 64 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 198 997 64 50 457 69 263 68 178 132 113 64 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.98 0.95 0.92 0.98 0.95 0.93 0.95 0.92 0.92 0.92 0.92 Lanes: 1.00 1.88 0.12 1.00 1.73 0.27 1.59 0.41 1.00 0.43 0.36 0.21 Final Sat.: 1750 3477 223 1750 3214 485 2821 729 1750 748 640 362 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.11 0.29 0.29 0.03 0.14 0.14 0.09 0.09 0.10 0.18 0.18 0.18 Crit Moves: **** **** **** **** Green Time: 27.5 55.1 55.1 7.0 34.6 34.6 17.9 17.9 45.5 33.9 33.9 33.9 Volume/Cap: 0.52 0.66 0.66 0.51 0.52 0.52 0.66 0.66 0.28 0.66 0.66 0.66 Delay/Veh: 44.6 28.9 28.9 62.5 39.1 39.1 54.2 54.2 28.9 44.2 44.2 44.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 44.6 28.9 28.9 62.5 39.1 39.1 54.2 54.2 28.9 44.2 44.2 44.2 LOS by Move: D C C E D D D D C D D D HCM2kAvgQ: 7 16 16 3 9 9 8 8 5 12 12 12 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:25:31 2020 Page 31-8
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Cumulative+Project (AM)
Intersection #3737: PAYNE/WINCHESTER

Signal=Protect/Rights=Include
Final Vol: 72 475 50***
Lanes: 0 1 1 0 1

Si
gnal=Split

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

264***

1 Cycle Time (sec): 126

0 65***

1 Loss Time (sec): 12

0 68 0

Critical V/C: 0.653
1! 113
0 Avg Crit Del (sec/veh): 37.4
0 181 1

Avg Delay (sec/veh): 37.7
0 132
L O S : D

Lanes: 1 0 1 1 0
Final Vol: 200 1016*** 64
Signal=Protect/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 10 10 10 10 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 198 977 64 39 444 69 257 68 178 132 113 64 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 198 977 64 39 444 69 257 68 178 132 113 64 Added Vol: 0 20 0 11 13 0 6 0 0 0 0 0 ATI: 2 19 0 0 18 3 1 0 3 0 0 1 Initial Fut: 200 1016 64 50 475 72 264 68 181 132 113 65 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 200 1016 64 50 475 72 264 68 181 132 113 65 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 200 1016 64 50 475 72 264 68 181 132 113 65 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 200 1016 64 50 475 72 264 68 181 132 113 65 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.98 0.95 0.92 0.98 0.95 0.93 0.95 0.92 0.92 0.92 0.92 Lanes: 1.00 1.88 0.12 1.00 1.73 0.27 1.60 0.40 1.00 0.43 0.36 0.21 Final Sat.: 1750 3481 219 1750 3213 487 2823 727 1750 745 638 367 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.11 0.29 0.29 0.03 0.15 0.15 0.09 0.09 0.10 0.18 0.18 0.18 Crit Moves: **** **** **** **** Green Time: 27.3 55.5 55.5 7.0 35.3 35.3 17.8 17.8 45.0 33.7 33.7 33.7 Volume/Cap: 0.53 0.66 0.66 0.51 0.53 0.53 0.66 0.66 0.29 0.66 0.66 0.66 Delay/Veh: 45.1 28.9 28.9 62.5 38.9 38.9 54.6 54.6 29.3 44.6 44.6 44.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 45.1 28.9 28.9 62.5 38.9 38.9 54.6 54.6 29.3 44.6 44.6 44.6 LOS by Move: D C C E D D D D C D D D HCM2kAvgQ: 7 17 17 3 9 9 8 8 5 12 12 12 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:26:15 2020 Page 31-5
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing (PM)
Intersection #3737: PAYNE/WINCHESTER

Signal=Protect/Rights=Overlap
Final Vol: 163 876*** 88
Lanes: 1 0 3 0 1

Si
gnal=Split

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

215

1 Cycle Time (sec): 140

0 36***

1 Loss Time (sec): 12

0 91*** 0

Critical V/C: 0.467
1! 73
0 Avg Crit Del (sec/veh): 43.0
0 178 1

Avg Delay (sec/veh): 39.2
0 73
L O S : D

Lanes: 1 0 2 1 0
Final Vol: 145*** 723 48
Signal=Protect/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 10 10 10 10 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 145 723 48 88 876 163 215 91 178 73 73 36 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 145 723 48 88 876 163 215 91 178 73 73 36 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 ATI: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 145 723 48 88 876 163 215 91 178 73 73 36 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 145 723 48 88 876 163 215 91 178 73 73 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 145 723 48 88 876 163 215 91 178 73 73 36 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 145 723 48 88 876 163 215 91 178 73 73 36 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.98 0.95 0.92 1.00 0.92 0.93 0.95 0.92 0.92 0.92 0.92 Lanes: 1.00 2.81 0.19 1.00 3.00 1.00 1.41 0.59 1.00 0.40 0.40 0.20 Final Sat.: 1750 5251 349 1750 5700 1750 2494 1056 1750 702 702 346 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.08 0.14 0.14 0.05 0.15 0.09 0.09 0.09 0.10 0.10 0.10 0.10 Crit Moves: **** **** **** **** Green Time: 24.9 52.0 52.0 19.0 46.1 72.0 25.9 25.9 50.7 31.2 31.2 31.2 Volume/Cap: 0.47 0.37 0.37 0.37 0.47 0.18 0.47 0.47 0.28 0.47 0.47 0.47 Delay/Veh: 52.7 35.8 35.8 56.1 37.4 18.3 51.4 51.4 31.9 48.1 48.1 48.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 52.7 35.8 35.8 56.1 37.4 18.3 51.4 51.4 31.9 48.1 48.1 48.1 LOS by Move: D D D E D B D D C D D D HCM2kAvgQ: 6 9 9 4 10 4 7 7 6 8 8 8 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:26:15 2020 Page 31-6
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background (PM)
Intersection #3737: PAYNE/WINCHESTER

Signal=Protect/Rights=Include
Final Vol: 187 1033*** 97
Lanes: 0 1 1 0 1

Si
gnal=Split

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

236***

1 Cycle Time (sec): 140

0 39

1 Loss Time (sec): 12

0 91 0

Critical V/C: 0.671
1! 73***
0 Avg Crit Del (sec/veh): 40.1
0 183 1

Avg Delay (sec/veh): 37.5
0 73
L O S : D

Lanes: 1 0 1 1 0
Final Vol: 150*** 837 48
Signal=Protect/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 10 10 10 10 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 145 723 48 88 876 163 215 91 178 73 73 36 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 145 723 48 88 876 163 215 91 178 73 73 36 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 ATI: 5 114 0 9 157 24 21 0 5 0 0 3 Initial Fut: 150 837 48 97 1033 187 236 91 183 73 73 39 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 150 837 48 97 1033 187 236 91 183 73 73 39 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 150 837 48 97 1033 187 236 91 183 73 73 39 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 150 837 48 97 1033 187 236 91 183 73 73 39 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.98 0.95 0.92 0.98 0.95 0.93 0.95 0.92 0.92 0.92 0.92 Lanes: 1.00 1.89 0.11 1.00 1.68 0.32 1.45 0.55 1.00 0.40 0.39 0.21 Final Sat.: 1750 3499 201 1750 3132 567 2562 988 1750 691 691 369 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.09 0.24 0.24 0.06 0.33 0.33 0.09 0.09 0.10 0.11 0.11 0.11 Crit Moves: **** **** **** **** Green Time: 17.9 70.4 70.4 16.3 68.8 68.8 19.2 19.2 37.1 22.1 22.1 22.1 Volume/Cap: 0.67 0.48 0.48 0.48 0.67 0.67 0.67 0.67 0.39 0.67 0.67 0.67 Delay/Veh: 65.9 28.5 28.5 59.6 28.0 28.0 61.0 61.0 42.8 61.8 61.8 61.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 65.9 28.5 28.5 59.6 28.0 28.0 61.0 61.0 42.8 61.8 61.8 61.8 LOS by Move: E C C E C C E E D E E E HCM2kAvgQ: 7 15 15 5 20 20 8 8 7 9 9 9 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:26:15 2020 Page 31-7
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background+Project (PM)
Intersection #3737: PAYNE/WINCHESTER

Signal=Protect/Rights=Include
Final Vol: 187 1052*** 108
Lanes: 0 1 1 0 1

Si
gnal=Split

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

242

1 Cycle Time (sec): 140

0 39

1 Loss Time (sec): 12

0 91*** 0

Critical V/C: 0.678
1! 73***
0 Avg Crit Del (sec/veh): 40.2
0 183 1

Avg Delay (sec/veh): 37.8
0 73
L O S : D

Lanes: 1 0 1 1 0
Final Vol: 150*** 857 48
Signal=Protect/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 10 10 10 10 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 145 723 48 88 876 163 215 91 178 73 73 36 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 145 723 48 88 876 163 215 91 178 73 73 36 Added Vol: 0 20 0 11 19 0 6 0 0 0 0 0 ATI: 5 114 0 9 157 24 21 0 5 0 0 3 Initial Fut: 150 857 48 108 1052 187 242 91 183 73 73 39 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 150 857 48 108 1052 187 242 91 183 73 73 39 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 150 857 48 108 1052 187 242 91 183 73 73 39 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 150 857 48 108 1052 187 242 91 183 73 73 39 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.98 0.95 0.92 0.98 0.95 0.93 0.95 0.92 0.92 0.92 0.92 Lanes: 1.00 1.89 0.11 1.00 1.69 0.31 1.46 0.54 1.00 0.40 0.39 0.21 Final Sat.: 1750 3504 196 1750 3141 558 2580 970 1750 691 691 369 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.09 0.24 0.24 0.06 0.33 0.33 0.09 0.09 0.10 0.11 0.11 0.11 Crit Moves: **** **** **** **** Green Time: 17.7 69.3 69.3 17.5 69.1 69.1 19.4 19.4 37.1 21.8 21.8 21.8 Volume/Cap: 0.68 0.49 0.49 0.49 0.68 0.68 0.68 0.68 0.40 0.68 0.68 0.68 Delay/Veh: 66.6 29.4 29.4 58.9 28.0 28.0 61.2 61.2 42.8 62.5 62.5 62.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 66.6 29.4 29.4 58.9 28.0 28.0 61.2 61.2 42.8 62.5 62.5 62.5 LOS by Move: E C C E C C E E D E E E HCM2kAvgQ: 7 15 15 5 21 21 8 8 7 9 9 9 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:26:15 2020 Page 31-8
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Cumulative+Project (PM)
Intersection #3737: PAYNE/WINCHESTER

Signal=Protect/Rights=Include
Final Vol: 191 1076*** 109
Lanes: 0 1 1 0 1

Si
gnal=Split

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

243

1 Cycle Time (sec): 140

0 39

1 Loss Time (sec): 12

0 91*** 0

Critical V/C: 0.688
1! 73***
0 Avg Crit Del (sec/veh): 40.3
0 187 1

Avg Delay (sec/veh): 37.8
0 73
L O S : D

Lanes: 1 0 1 1 0
Final Vol: 152*** 873 48
Signal=Protect/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 10 10 10 10 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 150 837 48 97 1033 187 236 91 183 73 73 39 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 150 837 48 97 1033 187 236 91 183 73 73 39 Added Vol: 0 20 0 11 19 0 6 0 0 0 0 0 ATI: 2 16 0 1 24 4 1 0 4 0 0 0 Initial Fut: 152 873 48 109 1076 191 243 91 187 73 73 39 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 152 873 48 109 1076 191 243 91 187 73 73 39 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 152 873 48 109 1076 191 243 91 187 73 73 39 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 152 873 48 109 1076 191 243 91 187 73 73 39 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.98 0.95 0.92 0.98 0.95 0.93 0.95 0.92 0.92 0.92 0.92 Lanes: 1.00 1.89 0.11 1.00 1.69 0.31 1.46 0.54 1.00 0.40 0.39 0.21 Final Sat.: 1750 3507 193 1750 3142 558 2583 967 1750 691 691 369 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.09 0.25 0.25 0.06 0.34 0.34 0.09 0.09 0.11 0.11 0.11 0.11 Crit Moves: **** **** **** **** Green Time: 17.7 69.9 69.9 17.5 69.7 69.7 19.1 19.1 36.8 21.5 21.5 21.5 Volume/Cap: 0.69 0.50 0.50 0.50 0.69 0.69 0.69 0.69 0.41 0.69 0.69 0.69 Delay/Veh: 67.3 29.2 29.2 59.0 28.0 28.0 61.7 61.7 43.2 63.4 63.4 63.4 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 67.3 29.2 29.2 59.0 28.0 28.0 61.7 61.7 43.2 63.4 63.4 63.4 LOS by Move: E C C E C C E E D E E E HCM2kAvgQ: 7 15 15 5 21 21 8 8 7 9 9 9 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:25:31 2020 Page 31-13
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing (AM)
Intersection #3882: DAVID/WINCHESTER

Signal=Protect/Rights=Include
Final Vol: 28 647 24***
Lanes: 0 1 2 0 1

Si
gnal=Split

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

59 0

Cycle Time (sec): 126

0 45

0 Loss Time (sec): 12

0 1*** 1!

Critical V/C: 0.470
1! 4***
0 Avg Crit Del (sec/veh): 19.0
0 39 0

Avg Delay (sec/veh): 19.7
0 37
LOS: B

Lanes: 1 0 2 0 1
Final Vol: 51 1163*** 31
Signal=Protect/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 10 10 10 10 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 51 1163 31 24 647 28 59 1 39 37 4 45 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 51 1163 31 24 647 28 59 1 39 37 4 45 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 ATI: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 51 1163 31 24 647 28 59 1 39 37 4 45 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 51 1163 31 24 647 28 59 1 39 37 4 45 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 51 1163 31 24 647 28 59 1 39 37 4 45 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 51 1163 31 24 647 28 59 1 39 37 4 45 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 0.98 0.95 0.92 0.92 0.92 0.92 0.92 0.92 Lanes: 1.00 2.00 1.00 1.00 2.87 0.13 0.60 0.01 0.39 0.43 0.05 0.52 Final Sat.: 1750 3800 1750 1750 5367 232 1043 18 689 753 81 916 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.03 0.31 0.02 0.01 0.12 0.12 0.06 0.06 0.06 0.05 0.05 0.05 Crit Moves: **** **** **** **** Green Time: 27.3 79.5 79.5 7.0 59.2 59.2 14.7 14.7 14.7 12.8 12.8 12.8 Volume/Cap: 0.13 0.48 0.03 0.25 0.26 0.26 0.48 0.48 0.48 0.48 0.48 0.48 Delay/Veh: 40.0 12.5 8.7 58.3 20.2 20.2 53.9 53.9 53.9 55.6 55.6 55.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 40.0 12.5 8.7 58.3 20.2 20.2 53.9 53.9 53.9 55.6 55.6 55.6 LOS by Move: D B A E C C D D D E E E HCM2kAvgQ: 2 11 0 1 5 5 4 4 4 4 4 4 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:25:31 2020 Page 31-14
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background (AM)
Intersection #3882: DAVID/WINCHESTER

Signal=Protect/Rights=Include
Final Vol: 28 720 24***
Lanes: 0 1 1 0 1

Si
gnal=Split

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

71 0

Cycle Time (sec): 126

0 45

0 Loss Time (sec): 12

0 1*** 1!

Critical V/C: 0.523
1! 4***
0 Avg Crit Del (sec/veh): 19.2
0 39 0

Avg Delay (sec/veh): 18.9
0 37
LOS: B

Lanes: 1 0 1 1 0
Final Vol: 51 1252*** 31
Signal=Protect/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 10 10 10 10 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 51 1163 31 24 647 28 59 1 39 37 4 45 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 51 1163 31 24 647 28 59 1 39 37 4 45 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 ATI: 0 89 0 0 73 0 12 0 0 0 0 0 Initial Fut: 51 1252 31 24 720 28 71 1 39 37 4 45 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 51 1252 31 24 720 28 71 1 39 37 4 45 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 51 1252 31 24 720 28 71 1 39 37 4 45 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 51 1252 31 24 720 28 71 1 39 37 4 45 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.97 0.95 0.92 0.97 0.95 0.92 0.92 0.92 0.92 0.92 0.92 Lanes: 1.00 1.95 0.05 1.00 1.92 0.08 0.64 0.01 0.35 0.43 0.05 0.52 Final Sat.: 1750 3611 89 1750 3561 138 1119 16 615 753 81 916 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.03 0.35 0.35 0.01 0.20 0.20 0.06 0.06 0.06 0.05 0.05 0.05 Crit Moves: **** **** **** **** Green Time: 18.9 80.8 80.8 7.0 68.9 68.9 14.8 14.8 14.8 11.4 11.4 11.4 Volume/Cap: 0.19 0.54 0.54 0.25 0.37 0.37 0.54 0.54 0.54 0.54 0.54 0.54 Delay/Veh: 47.2 12.7 12.7 58.3 16.4 16.4 55.3 55.3 55.3 58.5 58.5 58.5 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 47.2 12.7 12.7 58.3 16.4 16.4 55.3 55.3 55.3 58.5 58.5 58.5 LOS by Move: D B B E B B E E E E E E HCM2kAvgQ: 2 13 13 1 8 8 5 5 5 4 4 4 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:25:31 2020 Page 31-15
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background+Project (AM)
Intersection #3882: DAVID/WINCHESTER

Signal=Protect/Rights=Include
Final Vol: 28 733 24***
Lanes: 0 1 1 0 1

Si
gnal=Split

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

71 0

Cycle Time (sec): 126

0 45

0 Loss Time (sec): 12

0 1*** 1!

Critical V/C: 0.529
1! 4***
0 Avg Crit Del (sec/veh): 19.1
0 39 0

Avg Delay (sec/veh): 18.8
0 37
LOS: B

Lanes: 1 0 1 1 0
Final Vol: 51 1272*** 31
Signal=Protect/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 10 10 10 10 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 51 1163 31 24 647 28 59 1 39 37 4 45 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 51 1163 31 24 647 28 59 1 39 37 4 45 Added Vol: 0 20 0 0 13 0 0 0 0 0 0 0 ATI: 0 89 0 0 73 0 12 0 0 0 0 0 Initial Fut: 51 1272 31 24 733 28 71 1 39 37 4 45 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 51 1272 31 24 733 28 71 1 39 37 4 45 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 51 1272 31 24 733 28 71 1 39 37 4 45 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 51 1272 31 24 733 28 71 1 39 37 4 45 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.97 0.95 0.92 0.97 0.95 0.92 0.92 0.92 0.92 0.92 0.92 Lanes: 1.00 1.95 0.05 1.00 1.92 0.08 0.64 0.01 0.35 0.43 0.05 0.52 Final Sat.: 1750 3612 88 1750 3564 136 1119 16 615 753 81 916 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.03 0.35 0.35 0.01 0.21 0.21 0.06 0.06 0.06 0.05 0.05 0.05 Crit Moves: **** **** **** **** Green Time: 18.7 81.1 81.1 7.0 69.4 69.4 14.6 14.6 14.6 11.3 11.3 11.3 Volume/Cap: 0.20 0.55 0.55 0.25 0.37 0.37 0.55 0.55 0.55 0.55 0.55 0.55 Delay/Veh: 47.4 12.6 12.6 58.3 16.1 16.1 55.7 55.7 55.7 58.9 58.9 58.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 47.4 12.6 12.6 58.3 16.1 16.1 55.7 55.7 55.7 58.9 58.9 58.9 LOS by Move: D B B E B B E E E E E E HCM2kAvgQ: 2 14 14 1 8 8 5 5 5 4 4 4 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:25:31 2020 Page 31-16
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Cumulative+Project (AM)
Intersection #3882: DAVID/WINCHESTER

Signal=Protect/Rights=Include
Final Vol: 28 754 24***
Lanes: 0 1 1 0 1

Si
gnal=Split

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

72***

0 Cycle Time (sec): 126

0 45

0 Loss Time (sec): 12

0 1 1!

Critical V/C: 0.536
1! 4***
0 Avg Crit Del (sec/veh): 19.1
0 39 0

Avg Delay (sec/veh): 18.8
0 37
LOS: B

Lanes: 1 0 1 1 0
Final Vol: 62 1293*** 31
Signal=Protect/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 10 10 10 10 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 51 1252 31 24 720 28 71 1 39 37 4 45 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 51 1252 31 24 720 28 71 1 39 37 4 45 Added Vol: 0 20 0 0 13 0 0 0 0 0 0 0 ATI: 11 21 0 0 21 0 1 0 0 0 0 0 Initial Fut: 62 1293 31 24 754 28 72 1 39 37 4 45 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 62 1293 31 24 754 28 72 1 39 37 4 45 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 62 1293 31 24 754 28 72 1 39 37 4 45 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 62 1293 31 24 754 28 72 1 39 37 4 45 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.97 0.95 0.92 0.97 0.95 0.92 0.92 0.92 0.92 0.92 0.92 Lanes: 1.00 1.95 0.05 1.00 1.93 0.07 0.64 0.01 0.35 0.43 0.05 0.52 Final Sat.: 1750 3613 87 1750 3567 132 1125 16 609 753 81 916 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.04 0.36 0.36 0.01 0.21 0.21 0.06 0.06 0.06 0.05 0.05 0.05 Crit Moves: **** **** **** **** Green Time: 18.4 81.3 81.3 7.0 69.9 69.9 14.5 14.5 14.5 11.2 11.2 11.2 Volume/Cap: 0.24 0.55 0.55 0.25 0.38 0.38 0.55 0.55 0.55 0.55 0.55 0.55 Delay/Veh: 48.1 12.6 12.6 58.3 15.9 15.9 56.0 56.0 56.0 59.4 59.4 59.4 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 48.1 12.6 12.6 58.3 15.9 15.9 56.0 56.0 56.0 59.4 59.4 59.4 LOS by Move: D B B E B B E E E E E E HCM2kAvgQ: 2 14 14 1 8 8 5 5 5 4 4 4 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:26:15 2020 Page 31-13
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing (PM)
Intersection #3882: DAVID/WINCHESTER

Signal=Protect/Rights=Include
Final Vol: 51 1055 46***
Lanes: 0 1 2 0 1

Si
gnal=Split

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

59 0

Cycle Time (sec): 140

0 39

0 Loss Time (sec): 12

0 3*** 1!

Critical V/C: 0.396
1! 5***
0 Avg Crit Del (sec/veh): 23.8
0 33 0

Avg Delay (sec/veh): 22.9
0 36
L O S : C

Lanes: 1 0 2 0 1
Final Vol: 91 896*** 54
Signal=Protect/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 10 10 10 10 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 91 896 54 46 1055 51 59 3 33 36 5 39 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 91 896 54 46 1055 51 59 3 33 36 5 39 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 ATI: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 91 896 54 46 1055 51 59 3 33 36 5 39 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 91 896 54 46 1055 51 59 3 33 36 5 39 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 91 896 54 46 1055 51 59 3 33 36 5 39 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 91 896 54 46 1055 51 59 3 33 36 5 39 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 0.98 0.95 0.92 0.92 0.92 0.92 0.92 0.92 Lanes: 1.00 2.00 1.00 1.00 2.86 0.14 0.62 0.03 0.35 0.45 0.06 0.49 Final Sat.: 1750 3800 1750 1750 5341 258 1087 55 608 788 109 853 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.05 0.24 0.03 0.03 0.20 0.20 0.05 0.05 0.05 0.05 0.05 0.05 Crit Moves: **** **** **** **** Green Time: 19.3 83.4 83.4 9.3 73.3 73.3 19.2 19.2 19.2 16.2 16.2 16.2 Volume/Cap: 0.38 0.40 0.05 0.40 0.38 0.38 0.40 0.40 0.40 0.40 0.40 0.40 Delay/Veh: 55.9 15.1 11.8 64.9 19.9 19.9 56.2 56.2 56.2 58.7 58.7 58.7 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 55.9 15.1 11.8 64.9 19.9 19.9 56.2 56.2 56.2 58.7 58.7 58.7 LOS by Move: E B B E B B E E E E E E HCM2kAvgQ: 4 10 1 2 9 9 4 4 4 4 4 4 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:26:15 2020 Page 31-14
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background (PM)
Intersection #3882: DAVID/WINCHESTER

Signal=Protect/Rights=Include
Final Vol: 51 1217*** 46
Lanes: 0 1 1 0 1

Si
gnal=Split

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

66***

0 Cycle Time (sec): 140

0 39

0 Loss Time (sec): 12

0 3 1!

Critical V/C: 0.545
1! 5***
0 Avg Crit Del (sec/veh): 23.7
0 33 0

Avg Delay (sec/veh): 20.6
0 36
L O S : C

Lanes: 1 0 1 1 0
Final Vol: 91*** 1008 54
Signal=Protect/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 10 10 10 10 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 91 896 54 46 1055 51 59 3 33 36 5 39 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 91 896 54 46 1055 51 59 3 33 36 5 39 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 ATI: 0 112 0 0 162 0 7 0 0 0 0 0 Initial Fut: 91 1008 54 46 1217 51 66 3 33 36 5 39 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 91 1008 54 46 1217 51 66 3 33 36 5 39 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 91 1008 54 46 1217 51 66 3 33 36 5 39 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 91 1008 54 46 1217 51 66 3 33 36 5 39 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.98 0.95 0.92 0.97 0.95 0.92 0.92 0.92 0.92 0.92 0.92 Lanes: 1.00 1.90 0.10 1.00 1.92 0.08 0.65 0.03 0.32 0.45 0.06 0.49 Final Sat.: 1750 3512 188 1750 3551 149 1132 51 566 788 109 853 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.05 0.29 0.29 0.03 0.34 0.34 0.06 0.06 0.06 0.05 0.05 0.05 Crit Moves: **** **** **** **** Green Time: 13.3 86.3 86.3 15.0 88.0 88.0 15.0 15.0 15.0 11.7 11.7 11.7 Volume/Cap: 0.55 0.47 0.47 0.24 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 Delay/Veh: 64.2 14.6 14.6 58.0 15.0 15.0 62.6 62.6 62.6 65.8 65.8 65.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 64.2 14.6 14.6 58.0 15.0 15.0 62.6 62.6 62.6 65.8 65.8 65.8 LOS by Move: E B B E B B E E E E E E HCM2kAvgQ: 4 12 12 2 15 15 5 5 5 4 4 4 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:26:15 2020 Page 31-15
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background+Project (PM)
Intersection #3882: DAVID/WINCHESTER

Signal=Protect/Rights=Include
Final Vol: 51 1236*** 46
Lanes: 0 1 1 0 1

Si
gnal=Split

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

66***

0 Cycle Time (sec): 140

0 39

0 Loss Time (sec): 12

0 3 1!

Critical V/C: 0.551
1! 5***
0 Avg Crit Del (sec/veh): 23.6
0 33 0

Avg Delay (sec/veh): 20.5
0 36
L O S : C

Lanes: 1 0 1 1 0
Final Vol: 91*** 1028 54
Signal=Protect/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 10 10 10 10 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 91 896 54 46 1055 51 59 3 33 36 5 39 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 91 896 54 46 1055 51 59 3 33 36 5 39 Added Vol: 0 20 0 0 19 0 0 0 0 0 0 0 ATI: 0 112 0 0 162 0 7 0 0 0 0 0 Initial Fut: 91 1028 54 46 1236 51 66 3 33 36 5 39 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 91 1028 54 46 1236 51 66 3 33 36 5 39 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 91 1028 54 46 1236 51 66 3 33 36 5 39 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 91 1028 54 46 1236 51 66 3 33 36 5 39 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.98 0.95 0.92 0.97 0.95 0.92 0.92 0.92 0.92 0.92 0.92 Lanes: 1.00 1.90 0.10 1.00 1.92 0.08 0.65 0.03 0.32 0.45 0.06 0.49 Final Sat.: 1750 3515 185 1750 3553 147 1132 51 566 788 109 853 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.05 0.29 0.29 0.03 0.35 0.35 0.06 0.06 0.06 0.05 0.05 0.05 Crit Moves: **** **** **** **** Green Time: 13.2 86.7 86.7 14.8 88.4 88.4 14.8 14.8 14.8 11.6 11.6 11.6 Volume/Cap: 0.55 0.47 0.47 0.25 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 Delay/Veh: 64.5 14.5 14.5 58.2 14.9 14.9 63.0 63.0 63.0 66.2 66.2 66.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 64.5 14.5 14.5 58.2 14.9 14.9 63.0 63.0 63.0 66.2 66.2 66.2 LOS by Move: E B B E B B E E E E E E HCM2kAvgQ: 4 12 12 2 15 15 5 5 5 4 4 4 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:26:15 2020 Page 31-16
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Cumulative+Project (PM)
Intersection #3882: DAVID/WINCHESTER

Signal=Protect/Rights=Include
Final Vol: 51 1265*** 46
Lanes: 0 1 1 0 1

Si
gnal=Split

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

67 0

Cycle Time (sec): 140

0 39

0 Loss Time (sec): 12

0 3*** 1!

Critical V/C: 0.567
1! 5***
0 Avg Crit Del (sec/veh): 24.2
0 33 0

Avg Delay (sec/veh): 20.7
0 36
L O S : C

Lanes: 1 0 1 1 0
Final Vol: 101*** 1045 54
Signal=Protect/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 10 10 10 10 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 91 1008 54 46 1217 51 66 3 33 36 5 39 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 91 1008 54 46 1217 51 66 3 33 36 5 39 Added Vol: 0 20 0 0 19 0 0 0 0 0 0 0 ATI: 10 17 0 0 29 0 1 0 0 0 0 0 Initial Fut: 101 1045 54 46 1265 51 67 3 33 36 5 39 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 101 1045 54 46 1265 51 67 3 33 36 5 39 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 101 1045 54 46 1265 51 67 3 33 36 5 39 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 101 1045 54 46 1265 51 67 3 33 36 5 39 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.98 0.95 0.92 0.97 0.95 0.92 0.92 0.92 0.92 0.92 0.92 Lanes: 1.00 1.90 0.10 1.00 1.92 0.08 0.65 0.03 0.32 0.45 0.06 0.49 Final Sat.: 1750 3518 182 1750 3557 143 1138 51 561 788 109 853 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.06 0.30 0.30 0.03 0.36 0.36 0.06 0.06 0.06 0.05 0.05 0.05 Crit Moves: **** **** **** **** Green Time: 14.3 87.4 87.4 14.7 87.9 87.9 14.5 14.5 14.5 11.3 11.3 11.3 Volume/Cap: 0.57 0.48 0.48 0.25 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 Delay/Veh: 64.1 14.2 14.2 58.3 15.4 15.4 63.9 63.9 63.9 67.3 67.3 67.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 64.1 14.2 14.2 58.3 15.4 15.4 63.9 63.9 63.9 67.3 67.3 67.3 LOS by Move: E B B E B B E E E E E E HCM2kAvgQ: 4 12 12 2 16 16 5 5 5 4 4 4 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:25:31 2020 Page 31-1
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing (AM)
Intersection #102: Winchester/Hamilton

Signal=Protect/Rights=Overlap
Final Vol: 115 397 428***
Lanes: 1 0 2 0 2

Si
gnal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 4/24/2018 Rights=Overlap Lanes: Final Vol:

133

2 Cycle Time (sec): 138

1 531

0 Loss Time (sec): 12

0 612*** 3

Critical V/C: 0.599
3 1026
0 Avg Crit Del (sec/veh): 48.8
0 112 1

Avg Delay (sec/veh): 40.0
2 446***
L O S : D

Lanes: 1 0 2 0 1
Final Vol: 101 617*** 331
Signal=Protect/Rights=Overlap

Street Name: Winchester Hamilton Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 24 Apr 2018 <<
Base Vol: 101 617 331 428 397 115 133 612 112 446 1026 531 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 101 617 331 428 397 115 133 612 112 446 1026 531 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 ATI: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 101 617 331 428 397 115 133 612 112 446 1026 531 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 101 617 331 428 397 115 133 612 112 446 1026 531 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 101 617 331 428 397 115 133 612 112 446 1026 531 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 101 617 331 428 397 115 133 612 112 446 1026 531 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 Lanes: 1.00 2.00 1.00 2.00 2.00 1.00 2.00 3.00 1.00 2.00 3.00 1.00 Final Sat.: 1750 3800 1750 3150 3800 1750 3150 5700 1750 3150 5700 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.06 0.16 0.19 0.14 0.10 0.07 0.04 0.11 0.06 0.14 0.18 0.30 Crit Moves: **** **** **** **** Green Time: 24.4 37.4 70.0 31.3 44.2 56.8 12.6 24.7 49.2 32.6 44.7 76.0 Volume/Cap: 0.33 0.60 0.37 0.60 0.33 0.16 0.46 0.60 0.18 0.60 0.56 0.55 Delay/Veh: 50.2 44.8 20.9 49.2 35.7 25.6 60.7 53.1 30.7 48.2 38.8 20.7 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 50.2 44.8 20.9 49.2 35.7 25.6 60.7 53.1 30.7 48.2 38.8 20.7 LOS by Move: D D C D D C E D C D D C HCM2kAvgQ: 4 12 9 10 6 3 4 9 3 10 12 15 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:25:31 2020 Page 31-2
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background (AM)
Intersection #102: Winchester/Hamilton

Signal=Protect/Rights=Overlap
Final Vol: 128 430 491***
Lanes: 1 0 2 0 2

Si
gnal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 4/24/2018 Rights=Overlap Lanes: Final Vol:

157

2 Cycle Time (sec): 138

1 560

0 Loss Time (sec): 12

0 638*** 3

Critical V/C: 0.648
3 1035
0 Avg Crit Del (sec/veh): 49.9
0 113 1

Avg Delay (sec/veh): 41.1
2 457***
L O S : D

Lanes: 1 0 2 0 1
Final Vol: 101 678*** 344
Signal=Protect/Rights=Overlap

Street Name: Winchester Hamilton Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 24 Apr 2018 <<
Base Vol: 101 617 331 428 397 115 133 612 112 446 1026 531 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 101 617 331 428 397 115 133 612 112 446 1026 531 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 ATI: 0 61 13 63 33 13 24 26 1 11 9 29 Initial Fut: 101 678 344 491 430 128 157 638 113 457 1035 560 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 101 678 344 491 430 128 157 638 113 457 1035 560 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 101 678 344 491 430 128 157 638 113 457 1035 560 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 101 678 344 491 430 128 157 638 113 457 1035 560 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.06 0.18 0.20 0.16 0.11 0.07 0.05 0.11 0.06 0.15 0.18 0.32 Crit Moves: **** **** **** **** Green Time: 24.1 38.0 68.9 33.2 47.2 59.1 12.0 23.9 47.9 30.9 42.8 76.0 Volume/Cap: 0.33 0.65 0.39 0.65 0.33 0.17 0.58 0.65 0.19 0.65 0.59 0.58 Delay/Veh: 50.6 45.5 21.8 49.1 33.9 24.4 63.6 54.7 31.6 50.7 40.6 21.4 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 50.6 45.5 21.8 49.1 33.9 24.4 63.6 54.7 31.6 50.7 40.6 21.4 LOS by Move: D D C D C C E D C D D C HCM2kAvgQ: 4 13 10 11 6 3 5 9 4 11 12 17 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:25:31 2020 Page 31-3
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background+Project (AM)
Intersection #102: Winchester/Hamilton

Signal=Protect/Rights=Overlap
Final Vol: 129 431 502***
Lanes: 1 0 2 0 2

Si
gnal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 4/24/2018 Rights=Overlap Lanes: Final Vol:

159

2 Cycle Time (sec): 138

1 577

0 Loss Time (sec): 12

0 638*** 3

Critical V/C: 0.652
3 1035
0 Avg Crit Del (sec/veh): 50.0
0 113 1

Avg Delay (sec/veh): 41.2
2 457***
L O S : D

Lanes: 1 0 2 0 1
Final Vol: 101 680*** 344
Signal=Protect/Rights=Overlap

Street Name: Winchester Hamilton Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 24 Apr 2018 <<
Base Vol: 101 617 331 428 397 115 133 612 112 446 1026 531 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 101 617 331 428 397 115 133 612 112 446 1026 531 Added Vol: 0 2 0 11 1 1 2 0 0 0 0 17 ATI: 0 61 13 63 33 13 24 26 1 11 9 29 Initial Fut: 101 680 344 502 431 129 159 638 113 457 1035 577 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 101 680 344 502 431 129 159 638 113 457 1035 577 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 101 680 344 502 431 129 159 638 113 457 1035 577 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 101 680 344 502 431 129 159 638 113 457 1035 577 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.06 0.18 0.20 0.16 0.11 0.07 0.05 0.11 0.06 0.15 0.18 0.33 Crit Moves: **** **** **** **** Green Time: 24.1 37.9 68.6 33.7 47.5 59.3 11.9 23.7 47.8 30.7 42.5 76.2 Volume/Cap: 0.33 0.65 0.40 0.65 0.33 0.17 0.59 0.65 0.19 0.65 0.59 0.60 Delay/Veh: 50.5 45.7 22.0 48.9 33.7 24.3 64.0 54.9 31.6 51.0 40.9 21.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 50.5 45.7 22.0 48.9 33.7 24.3 64.0 54.9 31.6 51.0 40.9 21.6 LOS by Move: D D C D C C E D C D D C HCM2kAvgQ: 4 13 10 11 6 3 5 9 4 11 12 17 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:25:31 2020 Page 31-4
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Cumulative+Project (AM)
Intersection #102: Winchester/Hamilton

Signal=Protect/Rights=Overlap
Final Vol: 132 434 525***
Lanes: 1 0 2 0 2

Si
gnal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 4/24/2018 Rights=Overlap Lanes: Final Vol:

159

2 Cycle Time (sec): 138

1 604

0 Loss Time (sec): 12

0 648*** 3

Critical V/C: 0.667
3 1047
0 Avg Crit Del (sec/veh): 50.5
0 113 1

Avg Delay (sec/veh): 41.4
2 469***
L O S : D

Lanes: 1 0 2 0 1
Final Vol: 101 683*** 354
Signal=Protect/Rights=Overlap

Street Name: Winchester Hamilton Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 24 Apr 2018 <<
Base Vol: 101 678 344 491 430 128 157 638 113 457 1035 560 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 101 678 344 491 430 128 157 638 113 457 1035 560 Added Vol: 0 2 0 11 1 1 2 0 0 0 0 17 ATI: 0 3 10 23 3 3 0 10 0 12 12 27 Initial Fut: 101 683 354 525 434 132 159 648 113 469 1047 604 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 101 683 354 525 434 132 159 648 113 469 1047 604 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 101 683 354 525 434 132 159 648 113 469 1047 604 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 101 683 354 525 434 132 159 648 113 469 1047 604 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.06 0.18 0.20 0.17 0.11 0.08 0.05 0.11 0.06 0.15 0.18 0.35 Crit Moves: **** **** **** **** Green Time: 24.1 37.2 68.0 34.5 47.6 59.4 11.8 23.5 47.6 30.8 42.6 77.1 Volume/Cap: 0.33 0.67 0.41 0.67 0.33 0.18 0.59 0.67 0.19 0.67 0.60 0.62 Delay/Veh: 50.6 46.6 22.6 48.8 33.6 24.3 64.3 55.4 31.8 51.4 41.0 21.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 50.6 46.6 22.6 48.8 33.6 24.3 64.3 55.4 31.8 51.4 41.0 21.8 LOS by Move: D D C D C C E E C D D C HCM2kAvgQ: 4 14 10 12 6 4 5 10 4 11 12 18 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:26:15 2020 Page 31-1
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing (PM)
Intersection #102: Winchester/Hamilton

Signal=Protect/Rights=Overlap
Final Vol: 178 646 432***
Lanes: 1 0 2 0 2

Si
gnal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 12/13/2018 Rights=Overlap Lanes: Final Vol:

173

2 Cycle Time (sec): 166

1 481

0 Loss Time (sec): 12

0 961*** 3

Critical V/C: 0.603
3 959
0 Avg Crit Del (sec/veh): 56.9
0 176 1

Avg Delay (sec/veh): 47.7
2 393***
L O S : D

Lanes: 1 0 2 0 1
Final Vol: 162 490*** 301
Signal=Protect/Rights=Overlap

Street Name: Winchester Hamilton Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 13 Dec 2018 << 4:45 PM to 5:45 PM Base Vol: 162 490 301 432 646 178 173 961 176 393 959 481 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 162 490 301 432 646 178 173 961 176 393 959 481 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 ATI: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 162 490 301 432 646 178 173 961 176 393 959 481 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 162 490 301 432 646 178 173 961 176 393 959 481 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 162 490 301 432 646 178 173 961 176 393 959 481 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 162 490 301 432 646 178 173 961 176 393 959 481 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.09 0.13 0.17 0.14 0.17 0.10 0.05 0.17 0.10 0.12 0.17 0.27 Crit Moves: **** **** **** **** Green Time: 25.8 35.5 69.8 37.8 47.4 67.3 19.9 46.4 72.2 34.3 60.9 98.6 Volume/Cap: 0.60 0.60 0.41 0.60 0.60 0.25 0.46 0.60 0.23 0.60 0.46 0.46 Delay/Veh: 68.8 60.2 34.0 58.9 51.9 32.9 68.9 52.5 29.6 61.3 40.2 19.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 68.8 60.2 34.0 58.9 51.9 32.9 68.9 52.5 29.6 61.3 40.2 19.2 LOS by Move: E E C E D C E D C E D B HCM2kAvgQ: 9 12 11 12 14 6 5 14 6 10 11 14 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:26:15 2020 Page 31-2
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background (PM)
Intersection #102: Winchester/Hamilton

Signal=Protect/Rights=Overlap
Final Vol: 212 721 524***
Lanes: 1 0 2 0 2

Si
gnal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 12/13/2018 Rights=Overlap Lanes: Final Vol:

200

2 Cycle Time (sec): 166

1 526

0 Loss Time (sec): 12

0 988*** 3

Critical V/C: 0.662
3 985
0 Avg Crit Del (sec/veh): 58.9
0 177 1

Avg Delay (sec/veh): 49.2
2 413***
L O S : D

Lanes: 1 0 2 0 1
Final Vol: 164 544*** 312
Signal=Protect/Rights=Overlap

Street Name: Winchester Hamilton Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 13 Dec 2018 << 4:45 PM to 5:45 PM Base Vol: 162 490 301 432 646 178 173 961 176 393 959 481 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 162 490 301 432 646 178 173 961 176 393 959 481 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 ATI: 2 54 11 92 75 34 27 27 1 20 26 45 Initial Fut: 164 544 312 524 721 212 200 988 177 413 985 526 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 164 544 312 524 721 212 200 988 177 413 985 526 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 164 544 312 524 721 212 200 988 177 413 985 526 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 164 544 312 524 721 212 200 988 177 413 985 526 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.09 0.14 0.18 0.17 0.19 0.12 0.06 0.17 0.10 0.13 0.17 0.30 Crit Moves: **** **** **** **** Green Time: 25.7 35.9 68.8 41.7 52.0 72.5 20.5 43.5 69.1 32.9 55.8 97.6 Volume/Cap: 0.61 0.66 0.43 0.66 0.61 0.28 0.51 0.66 0.24 0.66 0.51 0.51 Delay/Veh: 69.4 61.5 35.0 57.9 49.2 30.2 69.2 55.8 31.6 64.1 44.4 20.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 69.4 61.5 35.0 57.9 49.2 30.2 69.2 55.8 31.6 64.1 44.4 20.6 LOS by Move: E E D E D C E E C E D C HCM2kAvgQ: 9 13 12 14 15 7 6 15 6 11 12 16 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:26:15 2020 Page 31-3
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background+Project (PM)
Intersection #102: Winchester/Hamilton

Signal=Protect/Rights=Overlap
Final Vol: 214 723 539***
Lanes: 1 0 2 0 2

Si
gnal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 12/13/2018 Rights=Overlap Lanes: Final Vol:

202

2 Cycle Time (sec): 166

1 543

0 Loss Time (sec): 12

0 988*** 3

Critical V/C: 0.667
3 985
0 Avg Crit Del (sec/veh): 59.1
0 177 1

Avg Delay (sec/veh): 49.3
2 413***
L O S : D

Lanes: 1 0 2 0 1
Final Vol: 164 546*** 312
Signal=Protect/Rights=Overlap

Street Name: Winchester Hamilton Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 13 Dec 2018 << 4:45 PM to 5:45 PM Base Vol: 162 490 301 432 646 178 173 961 176 393 959 481 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 162 490 301 432 646 178 173 961 176 393 959 481 Added Vol: 0 2 0 15 2 2 2 0 0 0 0 17 ATI: 2 54 11 92 75 34 27 27 1 20 26 45 Initial Fut: 164 546 312 539 723 214 202 988 177 413 985 543 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 164 546 312 539 723 214 202 988 177 413 985 543 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 164 546 312 539 723 214 202 988 177 413 985 543 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 164 546 312 539 723 214 202 988 177 413 985 543 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.09 0.14 0.18 0.17 0.19 0.12 0.06 0.17 0.10 0.13 0.17 0.31 Crit Moves: **** **** **** **** Green Time: 25.8 35.7 68.3 42.6 52.5 72.9 20.5 43.1 68.9 32.6 55.2 97.8 Volume/Cap: 0.60 0.67 0.43 0.67 0.60 0.28 0.52 0.67 0.24 0.67 0.52 0.53 Delay/Veh: 69.1 61.8 35.4 57.5 48.8 29.9 69.4 56.2 31.7 64.5 44.9 20.8 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 69.1 61.8 35.4 57.5 48.8 29.9 69.4 56.2 31.7 64.5 44.9 20.8 LOS by Move: E E D E D C E E C E D C HCM2kAvgQ: 9 13 12 14 15 7 6 15 6 11 13 17 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:26:15 2020 Page 31-4
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Cumulative+Project (PM)
Intersection #102: Winchester/Hamilton

Signal=Protect/Rights=Overlap
Final Vol: 220 726 572***
Lanes: 1 0 2 0 2

Si
gnal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 12/13/2018 Rights=Overlap Lanes: Final Vol:

203

2 Cycle Time (sec): 166

1 564

0 Loss Time (sec): 12

0 1002*** 3

Critical V/C: 0.685
3 994
0 Avg Crit Del (sec/veh): 59.7
0 177 1

Avg Delay (sec/veh): 49.6
2 422***
L O S : D

Lanes: 1 0 2 0 1
Final Vol: 164 549*** 326
Signal=Protect/Rights=Overlap

Street Name: Winchester Hamilton Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 13 Dec 2018 << 4:45 PM to 5:45 PM Base Vol: 164 544 312 524 721 212 200 988 177 413 985 526 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 164 544 312 524 721 212 200 988 177 413 985 526 Added Vol: 0 2 0 15 2 2 2 0 0 0 0 17 ATI: 0 3 14 33 3 6 1 14 0 9 9 21 Initial Fut: 164 549 326 572 726 220 203 1002 177 422 994 564 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 164 549 326 572 726 220 203 1002 177 422 994 564 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 164 549 326 572 726 220 203 1002 177 422 994 564 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 164 549 326 572 726 220 203 1002 177 422 994 564 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Vol/Sat: 0.09 0.14 0.19 0.18 0.19 0.13 0.06 0.18 0.10 0.13 0.17 0.32 Crit Moves: **** **** **** **** Green Time: 26.0 35.0 67.4 44.0 53.0 73.2 20.2 42.6 68.6 32.4 54.8 98.8 Volume/Cap: 0.60 0.69 0.46 0.69 0.60 0.28 0.53 0.69 0.24 0.69 0.53 0.54 Delay/Veh: 68.8 62.9 36.4 57.2 48.4 29.9 69.8 57.0 32.0 65.3 45.4 20.7 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 68.8 62.9 36.4 57.2 48.4 29.9 69.8 57.0 32.0 65.3 45.4 20.7 LOS by Move: E E D E D C E E C E D C HCM2kAvgQ: 9 14 13 15 15 7 6 16 6 11 13 17 Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:25:31 2020 Page 31-17
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Existing (AM)
Intersection #9001: Winchester Boulevard and Fireside Drive

Signal=Uncontrol/Rights=Include
Final Vol: 1 438 23
Lanes: 0 1 2 0 1

Si
gnal=Stop

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

0 0

Cycle Time (sec): 100

1 67

0 Loss Time (sec): 0

0 0 0

Critical V/C: 0.143
0 0
0 Avg Crit Del (sec/veh): 1.1
0 5 1

Avg Delay (sec/veh): 1.1
0 0
LOS: B

Lanes: 1 0 1 1 0
Final Vol: 81 1132 13
Signal=Uncontrol/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 81 1132 13 23 438 1 0 0 5 0 0 67 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 81 1132 13 23 438 1 0 0 5 0 0 67 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 ATI: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 81 1132 13 23 438 1 0 0 5 0 0 67 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 81 1132 13 23 438 1 0 0 5 0 0 67 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 81 1132 13 23 438 1 0 0 5 0 0 67 ------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Critical Gp: 4.1 xxxx xxxxx 4.1 xxxx xxxxx xxxxx xxxx 6.9 xxxxx xxxx 6.9 FollowUpTim: 2.2 xxxx xxxxx 2.2 xxxx xxxxx xxxxx xxxx 3.3 xxxxx xxxx 3.3 ------------|---------------||---------------||---------------||---------------| Capacity Module:

Cnflict Vol: 439 xxxx xxxxx 1145 xxxx xxxxx xxxx xxxx 147 xxxx xxxx 573 Potent Cap.: 1132 xxxx xxxxx 618 xxxx xxxxx xxxx xxxx 880 xxxx xxxx 468 Move Cap.: 1132 xxxx xxxxx 618 xxxx xxxxx xxxx xxxx 880 xxxx xxxx 468 Volume/Cap: 0.07 xxxx xxxx 0.04 xxxx xxxx xxxx xxxx 0.01 xxxx xxxx 0.14 ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.2 xxxx xxxxx 0.1 xxxx xxxxx xxxx xxxx 0.0 xxxx xxxx 0.5 Control Del: 8.4 xxxx xxxxx 11.1 xxxx xxxxx xxxxx xxxx 9.1 xxxxx xxxx 14.0 LOS by Move: A * * B * * * * A * * B Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * * * * * * * ApproachDel: xxxxxx xxxxxx 9.1 14.0 ApproachLOS: * * A B Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:25:31 2020 Page 31-18
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Background (AM)
Intersection #9001: Winchester Boulevard and Fireside Drive

Signal=Uncontrol/Rights=Include
Final Vol: 1 513 23
Lanes: 0 1 1 0 1

Si
gnal=Stop

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

0 0

Cycle Time (sec): 100

1 67

0 Loss Time (sec): 0

0 0 0

Critical V/C: 0.159
0 0
0 Avg Crit Del (sec/veh): 1.0
0 5 1

Avg Delay (sec/veh): 1.0
0 0
L O S : C

Lanes: 1 0 1 1 0
Final Vol: 81 1270 13
Signal=Uncontrol/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 81 1132 13 23 438 1 0 0 5 0 0 67 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 81 1132 13 23 438 1 0 0 5 0 0 67 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 ATI: 0 138 0 0 75 0 0 0 0 0 0 0 Initial Fut: 81 1270 13 23 513 1 0 0 5 0 0 67 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 81 1270 13 23 513 1 0 0 5 0 0 67 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 81 1270 13 23 513 1 0 0 5 0 0 67 ------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Cnflict Vol: 514 xxxx xxxxx 1283 xxxx xxxxx xxxx xxxx 257 xxxx xxxx 642 Potent Cap.: 1062 xxxx xxxxx 548 xxxx xxxxx xxxx xxxx 748 xxxx xxxx 422 Move Cap.: 1062 xxxx xxxxx 548 xxxx xxxxx xxxx xxxx 748 xxxx xxxx 422 Volume/Cap: 0.08 xxxx xxxx 0.04 xxxx xxxx xxxx xxxx 0.01 xxxx xxxx 0.16 ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.2 xxxx xxxxx 0.1 xxxx xxxxx xxxx xxxx 0.0 xxxx xxxx 0.6 Control Del: 8.7 xxxx xxxxx 11.9 xxxx xxxxx xxxxx xxxx 9.8 xxxxx xxxx 15.1 LOS by Move: A * * B * * * * A * * C Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * * * * * * * ApproachDel: xxxxxx xxxxxx 9.8 15.1 ApproachLOS: * * A C Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:25:31 2020 Page 31-19
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Background+Project (AM)
Intersection #9001: Winchester Boulevard and Fireside Drive

Signal=Uncontrol/Rights=Include
Final Vol: 1 524 23
Lanes: 0 1 1 0 1

Si
gnal=Stop

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

0 0

Cycle Time (sec): 100

1 67

0 Loss Time (sec): 0

0 0 0

Critical V/C: 0.160
0 0
0 Avg Crit Del (sec/veh): 1.1
0 5 1

Avg Delay (sec/veh): 1.1
0 0
L O S : C

Lanes: 1 0 1 1 0
Final Vol: 94 1284 13
Signal=Uncontrol/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 81 1132 13 23 438 1 0 0 5 0 0 67 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 81 1132 13 23 438 1 0 0 5 0 0 67 Added Vol: 13 14 0 0 11 0 0 0 0 0 0 0 ATI: 0 138 0 0 75 0 0 0 0 0 0 0 Initial Fut: 94 1284 13 23 524 1 0 0 5 0 0 67 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 94 1284 13 23 524 1 0 0 5 0 0 67 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 94 1284 13 23 524 1 0 0 5 0 0 67 ------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Cnflict Vol: 525 xxxx xxxxx 1297 xxxx xxxxx xxxx xxxx 263 xxxx xxxx 649 Potent Cap.: 1052 xxxx xxxxx 541 xxxx xxxxx xxxx xxxx 742 xxxx xxxx 418 Move Cap.: 1052 xxxx xxxxx 541 xxxx xxxxx xxxx xxxx 742 xxxx xxxx 418 Volume/Cap: 0.09 xxxx xxxx 0.04 xxxx xxxx xxxx xxxx 0.01 xxxx xxxx 0.16 ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.3 xxxx xxxxx 0.1 xxxx xxxxx xxxx xxxx 0.0 xxxx xxxx 0.6 Control Del: 8.8 xxxx xxxxx 12.0 xxxx xxxxx xxxxx xxxx 9.9 xxxxx xxxx 15.3 LOS by Move: A * * B * * * * A * * C Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * * * * * * * ApproachDel: xxxxxx xxxxxx 9.9 15.3 ApproachLOS: * * A C Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:25:31 2020 Page 31-20
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Cumulative+Project (AM)
Intersection #9001: Winchester Boulevard and Fireside Drive

Signal=Uncontrol/Rights=Include
Final Vol: 1 545 23
Lanes: 0 1 1 0 1

Si
gnal=Stop

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

0 0

Cycle Time (sec): 100

1 67

0 Loss Time (sec): 0

0 0 0

Critical V/C: 0.163
0 0
0 Avg Crit Del (sec/veh): 1.1
0 5 1

Avg Delay (sec/veh): 1.1
0 0
L O S : C

Lanes: 1 0 1 1 0
Final Vol: 94 1305 13
Signal=Uncontrol/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 81 1270 13 23 513 1 0 0 5 0 0 67 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 81 1270 13 23 513 1 0 0 5 0 0 67 Added Vol: 13 14 0 0 11 0 0 0 0 0 0 0 ATI: 0 21 0 0 21 0 0 0 0 0 0 0 Initial Fut: 94 1305 13 23 545 1 0 0 5 0 0 67 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 94 1305 13 23 545 1 0 0 5 0 0 67 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 94 1305 13 23 545 1 0 0 5 0 0 67 ------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Cnflict Vol: 546 xxxx xxxxx 1318 xxxx xxxxx xxxx xxxx 273 xxxx xxxx 659 Potent Cap.: 1033 xxxx xxxxx 531 xxxx xxxxx xxxx xxxx 731 xxxx xxxx 411 Move Cap.: 1033 xxxx xxxxx 531 xxxx xxxxx xxxx xxxx 731 xxxx xxxx 411 Volume/Cap: 0.09 xxxx xxxx 0.04 xxxx xxxx xxxx xxxx 0.01 xxxx xxxx 0.16 ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.3 xxxx xxxxx 0.1 xxxx xxxxx xxxx xxxx 0.0 xxxx xxxx 0.6 Control Del: 8.8 xxxx xxxxx 12.1 xxxx xxxxx xxxxx xxxx 10.0 xxxxx xxxx 15.5 LOS by Move: A * * B * * * * A * * C Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * * * * * * * ApproachDel: xxxxxx xxxxxx 10.0 15.5 ApproachLOS: * * A C Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:26:15 2020 Page 31-17
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Existing (PM)
Intersection #9001: Winchester Boulevard and Fireside Drive

Signal=Uncontrol/Rights=Include
Final Vol: 3 1076 82
Lanes: 0 1 2 0 1

Si
gnal=Stop

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

0 0

Cycle Time (sec): 100

1 34

0 Loss Time (sec): 0

0 0 0

Critical V/C: 0.112
0 0
0 Avg Crit Del (sec/veh): 0.9
0 15 1

Avg Delay (sec/veh): 0.9
0 0
LOS: B

Lanes: 1 0 1 1 0
Final Vol: 45 928 21
Signal=Uncontrol/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 45 928 21 82 1076 3 0 0 15 0 0 34 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 45 928 21 82 1076 3 0 0 15 0 0 34 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 ATI: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 45 928 21 82 1076 3 0 0 15 0 0 34 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 45 928 21 82 1076 3 0 0 15 0 0 34 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 45 928 21 82 1076 3 0 0 15 0 0 34 ------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Cnflict Vol: 1079 xxxx xxxxx 949 xxxx xxxxx xxxx xxxx 360 xxxx xxxx 475 Potent Cap.: 654 xxxx xxxxx 732 xxxx xxxxx xxxx xxxx 642 xxxx xxxx 542 Move Cap.: 654 xxxx xxxxx 732 xxxx xxxxx xxxx xxxx 642 xxxx xxxx 542 Volume/Cap: 0.07 xxxx xxxx 0.11 xxxx xxxx xxxx xxxx 0.02 xxxx xxxx 0.06 ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.2 xxxx xxxxx 0.4 xxxx xxxxx xxxx xxxx 0.1 xxxx xxxx 0.2 Control Del: 10.9 xxxx xxxxx 10.5 xxxx xxxxx xxxxx xxxx 10.7 xxxxx xxxx 12.1 LOS by Move: B * * B * * * * B * * B Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * * * * * * * ApproachDel: xxxxxx xxxxxx 10.7 12.1 ApproachLOS: * * B B Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:26:15 2020 Page 31-18
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Background (PM)
Intersection #9001: Winchester Boulevard and Fireside Drive

Signal=Uncontrol/Rights=Include
Final Vol: 3 1266 82
Lanes: 0 1 1 0 1

Si
gnal=Stop

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

0 0

Cycle Time (sec): 100

1 34

0 Loss Time (sec): 0

0 0 0

Critical V/C: 0.126
0 0
0 Avg Crit Del (sec/veh): 0.8
0 15 1

Avg Delay (sec/veh): 0.8
0 0
LOS: B

Lanes: 1 0 1 1 0
Final Vol: 45 1066 21
Signal=Uncontrol/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 45 928 21 82 1076 3 0 0 15 0 0 34 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 45 928 21 82 1076 3 0 0 15 0 0 34 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 ATI: 0 138 0 0 190 0 0 0 0 0 0 0 Initial Fut: 45 1066 21 82 1266 3 0 0 15 0 0 34 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 45 1066 21 82 1266 3 0 0 15 0 0 34 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 45 1066 21 82 1266 3 0 0 15 0 0 34 ------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Cnflict Vol: 1269 xxxx xxxxx 1087 xxxx xxxxx xxxx xxxx 635 xxxx xxxx 544 Potent Cap.: 554 xxxx xxxxx 649 xxxx xxxxx xxxx xxxx 426 xxxx xxxx 489 Move Cap.: 554 xxxx xxxxx 649 xxxx xxxxx xxxx xxxx 426 xxxx xxxx 489 Volume/Cap: 0.08 xxxx xxxx 0.13 xxxx xxxx xxxx xxxx 0.04 xxxx xxxx 0.07 ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.3 xxxx xxxxx 0.4 xxxx xxxxx xxxx xxxx 0.1 xxxx xxxx 0.2 Control Del: 12.1 xxxx xxxxx 11.3 xxxx xxxxx xxxxx xxxx 13.8 xxxxx xxxx 12.9 LOS by Move: B * * B * * * * B * * B Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * * * * * * * ApproachDel: xxxxxx xxxxxx 13.8 12.9 ApproachLOS: * * B B Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:26:15 2020 Page 31-19
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Background+Project (PM)
Intersection #9001: Winchester Boulevard and Fireside Drive

Signal=Uncontrol/Rights=Include
Final Vol: 3 1277 82
Lanes: 0 1 1 0 1

Si
gnal=Stop

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

0 0

Cycle Time (sec): 100

1 34

0 Loss Time (sec): 0

0 0 0

Critical V/C: 0.128
0 0
0 Avg Crit Del (sec/veh): 0.9
0 15 1

Avg Delay (sec/veh): 0.9
0 0
LOS: B

Lanes: 1 0 1 1 0
Final Vol: 64 1085 21
Signal=Uncontrol/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 45 928 21 82 1076 3 0 0 15 0 0 34 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 45 928 21 82 1076 3 0 0 15 0 0 34 Added Vol: 19 19 0 0 11 0 0 0 0 0 0 0 ATI: 0 138 0 0 190 0 0 0 0 0 0 0 Initial Fut: 64 1085 21 82 1277 3 0 0 15 0 0 34 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 64 1085 21 82 1277 3 0 0 15 0 0 34 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 64 1085 21 82 1277 3 0 0 15 0 0 34 ------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Cnflict Vol: 1280 xxxx xxxxx 1106 xxxx xxxxx xxxx xxxx 640 xxxx xxxx 553 Potent Cap.: 549 xxxx xxxxx 639 xxxx xxxxx xxxx xxxx 423 xxxx xxxx 482 Move Cap.: 549 xxxx xxxxx 639 xxxx xxxxx xxxx xxxx 423 xxxx xxxx 482 Volume/Cap: 0.12 xxxx xxxx 0.13 xxxx xxxx xxxx xxxx 0.04 xxxx xxxx 0.07 ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.4 xxxx xxxxx 0.4 xxxx xxxxx xxxx xxxx 0.1 xxxx xxxx 0.2 Control Del: 12.4 xxxx xxxxx 11.5 xxxx xxxxx xxxxx xxxx 13.8 xxxxx xxxx 13.0 LOS by Move: B * * B * * * * B * * B Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * * * * * * * ApproachDel: xxxxxx xxxxxx 13.8 13.0 ApproachLOS: * * B B Note: Queue reported is the number of cars per lane.

COMPARE Tue Jun 16 14:26:15 2020 Page 31-20
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., Gilroy

City of San Jose
Winchester Hotel

Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Cumulative+Project (PM)
Intersection #9001: Winchester Boulevard and Fireside Drive

Signal=Uncontrol/Rights=Include
Final Vol: 3 1306 82
Lanes: 0 1 1 0 1

Si
gnal=Stop

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/19/2019 Rights=Include Lanes: Final Vol:

0 0

Cycle Time (sec): 100

1 34

0 Loss Time (sec): 0

0 0 0

Critical V/C: 0.130
0 0
0 Avg Crit Del (sec/veh): 0.9
0 15 1

Avg Delay (sec/veh): 0.9
0 0
LOS: B

Lanes: 1 0 1 1 0
Final Vol: 64 1102 21
Signal=Uncontrol/Rights=Include

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 19 Nov 2019 <<
Base Vol: 45 1066 21 82 1266 3 0 0 15 0 0 34 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 45 1066 21 82 1266 3 0 0 15 0 0 34 Added Vol: 19 19 0 0 11 0 0 0 0 0 0 0 ATI: 0 17 0 0 29 0 0 0 0 0 0 0 Initial Fut: 64 1102 21 82 1306 3 0 0 15 0 0 34 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 64 1102 21 82 1306 3 0 0 15 0 0 34 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 64 1102 21 82 1306 3 0 0 15 0 0 34 ------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Cnflict Vol: 1309 xxxx xxxxx 1123 xxxx xxxxx xxxx xxxx 655 xxxx xxxx 562 Potent Cap.: 535 xxxx xxxxx 629 xxxx xxxxx xxxx xxxx 414 xxxx xxxx 476 Move Cap.: 535 xxxx xxxxx 629 xxxx xxxxx xxxx xxxx 414 xxxx xxxx 476 Volume/Cap: 0.12 xxxx xxxx 0.13 xxxx xxxx xxxx xxxx 0.04 xxxx xxxx 0.07 ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.4 xxxx xxxxx 0.4 xxxx xxxxx xxxx xxxx 0.1 xxxx xxxx 0.2 Control Del: 12.6 xxxx xxxxx 11.6 xxxx xxxxx xxxxx xxxx 14.0 xxxxx xxxx 13.1 LOS by Move: B * * B * * * * B * * B Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shared LOS: * * * * * * * * * * * * ApproachDel: xxxxxx xxxxxx 14.0 13.1 ApproachLOS: * * B B Note: Queue reported is the number of cars per lane.

Appendix F
Queue Length Calculations

Winchester/Payne Winchester/Payne Winchester/Payne

SBL SBL SBL

AM AM AM
Existing Conditions Background Conditions Background Plus Project Conditions Avg. Queue Per Lane in Veh= 1.3 Avg. Queue Per Lane in Veh= 1.4 Avg. Queue Per Lane in Veh= 1.8 Percentile = 95% 3 Percentile = 95% 3 Percentile = 95% 4 Individual
Probability
Cumulative
Probability
Number of
Queued
Vehicles
Individual
Probability
Cumulative
Probability
Number of
Queued
Vehicles
Individual
Probability
Cumulative
Probability
Number of
Queued
Vehicles

0.2645 0.2645 0 0.2554 0.2554 0 0.1738 0.1738 0

0.3518 0.6162 1 0.3486 0.6040 1 0.3041 0.4779 1

0.2339 0.8501 2 0.2379 0.8419 2 0.2661 0.7440 2

0.1037 0.9539 3 0.1083 0.9501 3 0.1552 0.8992 3

0.0345 0.9883 4 0.0369 0.9871 4 0.0679 0.9671 4

0.0092 0.9975 5 0.0101 0.9972 5 0.0238 0.9909 5

0.0020 0.9995 6 0.0023 0.9995 6 0.0069 0.9978 6

0.0004 0.9999 7 0.0004 0.9999 7 0.0017 0.9995 7

0.0001 1.0000 8 0.0001 1.0000 8 0.0004 0.9999 8

0.0000 1.0000 9 0.0000 1.0000 9 0.0001 1.0000 9

0.0000 1.0000 10 0.0000 1.0000 10 0.0000 1.0000 10

0.0000 1.0000 11 0.0000 1.0000 11 0.0000 1.0000 11

0.0000 1.0000 12 0.0000 1.0000 12 0.0000 1.0000 12

0.0000 1.0000 13 0.0000 1.0000 13 0.0000 1.0000 13

0.0000 1.0000 14 0.0000 1.0000 14 0.0000 1.0000 14

0.0000 1.0000 15 0.0000 1.0000 15 0.0000 1.0000 15

0.0000 1.0000 16 0.0000 1.0000 16 0.0000 1.0000 16

0.0000 1.0000 17 0.0000 1.0000 17 0.0000 1.0000 17

0.0000 1.0000 18 0.0000 1.0000 18 0.0000 1.0000 18

0.0000 1.0000 19 0.0000 1.0000 19 0.0000 1.0000 19

0.0000 1.0000 20 0.0000 1.0000 20 0.0000 1.0000 20

0.0000 1.0000 21 0.0000 1.0000 21 0.0000 1.0000 21

0.0000 1.0000 22 0.0000 1.0000 22 0.0000 1.0000 22

0.0000 1.0000 23 0.0000 1.0000 23 0.0000 1.0000 23

0.0000 1.0000 24 0.0000 1.0000 24 0.0000 1.0000 24

0.0000 1.0000 25 0.0000 1.0000 25 0.0000 1.0000 25

0.0000 1.0000 26 0.0000 1.0000 26 0.0000 1.0000 26

0.0000 1.0000 27 0.0000 1.0000 27 0.0000 1.0000 27

0.0000 1.0000 28 0.0000 1.0000 28 0.0000 1.0000 28

0.0000 1.0000 29 0.0000 1.0000 29 0.0000 1.0000 29

0.0000 1.0000 30 0.0000 1.0000 30 0.0000 1.0000 30

0.0000 1.0000 31 0.0000 1.0000 31 0.0000 1.0000 31

0.0000 1.0000 32 0.0000 1.0000 32 0.0000 1.0000 32

0.0000 1.0000 33 0.0000 1.0000 33 0.0000 1.0000 33

0.0000 1.0000 34 0.0000 1.0000 34 0.0000 1.0000 34

0.0000 1.0000 35 0.0000 1.0000 35 0.0000 1.0000 35

0.0000 1.0000 36 0.0000 1.0000 36 0.0000 1.0000 36

0.0000 1.0000 37 0.0000 1.0000 37 0.0000 1.0000 37

0.0000 1.0000 38 0.0000 1.0000 38 0.0000 1.0000 38

0.0000 1.0000 39 0.0000 1.0000 39 0.0000 1.0000 39

0.0000 1.0000 40 0.0000 1.0000 40 0.0000 1.0000 40

0.0000 1.0000 41 0.0000 1.0000 41 0.0000 1.0000 41

0.0000 1.0000 42 0.0000 1.0000 42 0.0000 1.0000 42

0.0000 1.0000 43 0.0000 1.0000 43 0.0000 1.0000 43

0.0000 1.0000 44 0.0000 1.0000 44 0.0000 1.0000 44

0.0000 1.0000 45 0.0000 1.0000 45 0.0000 1.0000 45

0.0000 1.0000 46 0.0000 1.0000 46 0.0000 1.0000 46

0.0000 1.0000 47 0.0000 1.0000 47 0.0000 1.0000 47

0.0000 1.0000 48 0.0000 1.0000 48 0.0000 1.0000 48

0.0000 1.0000 49 0.0000 1.0000 49 0.0000 1.0000 49

0.0000 1.0000 50 0.0000 1.0000 50 0.0000 1.0000 50

0.0000 1.0000 51 0.0000 1.0000 51 0.0000 1.0000 51

0.0000 1.0000 52 0.0000 1.0000 52 0.0000 1.0000 52

0.0000 1.0000 53 0.0000 1.0000 53 0.0000 1.0000 53

0.0000 1.0000 54 0.0000 1.0000 54 0.0000 1.0000 54

0.0000 1.0000 55 0.0000 1.0000 55 0.0000 1.0000 55

0.0000 1.0000 56 0.0000 1.0000 56 0.0000 1.0000 56

0.0000 1.0000 57 0.0000 1.0000 57 0.0000 1.0000 57

0.0000 1.0000 58 0.0000 1.0000 58 0.0000 1.0000 58

0.0000 1.0000 59 0.0000 1.0000 59 0.0000 1.0000 59

0.0000 1.0000 60 0.0000 1.0000 60 0.0000 1.0000 60

0.0000 1.0000 61 0.0000 1.0000 61 0.0000 1.0000 61

0.0000 1.0000 62 0.0000 1.0000 62 0.0000 1.0000 62

0.0000 1.0000 63 0.0000 1.0000 63 0.0000 1.0000 63

0.0000 1.0000 64 0.0000 1.0000 64 0.0000 1.0000 64

0.0000 1.0000 65 0.0000 1.0000 65 0.0000 1.0000 65
M1 3/6/2020
Winchester/Payne Winchester/Payne Winchester/Payne

SBL SBL SBL

PM PM PM
Existing Conditions Background Conditions Background Plus Project Conditions Avg. Queue Per Lane in Veh= 3.4 Avg. Queue Per Lane in Veh= 3.8 Avg. Queue Per Lane in Veh= 4.2 Percentile = 95% 7 Percentile = 95% 7 Percentile = 95% 8 Individual
Probability
Cumulative
Probability
Number of
Queued
Vehicles
Individual
Probability
Cumulative
Probability
Number of
Queued
Vehicles
Individual
Probability
Cumulative
Probability
Number of
Queued
Vehicles

0.0326 0.0326 0 0.0230 0.0230 0 0.0150 0.0150 0

0.1117 0.1443 1 0.0868 0.1098 1 0.0630 0.0780 1

0.1911 0.3355 2 0.1636 0.2734 2 0.1323 0.2102 2

0.2180 0.5535 3 0.2058 0.4792 3 0.1852 0.3954 3

0.1865 0.7400 4 0.1941 0.6732 4 0.1944 0.5898 4

0.1277 0.8677 5 0.1464 0.8196 5 0.1633 0.7531 5

0.0728 0.9405 6 0.0920 0.9117 6 0.1143 0.8675 6

0.0356 0.9761 7 0.0496 0.9613 7 0.0686 0.9361 7

0.0152 0.9914 8 0.0234 0.9847 8 0.0360 0.9721 8

0.0058 0.9972 9 0.0098 0.9945 9 0.0168 0.9889 9

0.0020 0.9991 10 0.0037 0.9982 10 0.0071 0.9959 10

0.0006 0.9998 11 0.0013 0.9994 11 0.0027 0.9986 11

0.0002 0.9999 12 0.0004 0.9998 12 0.0009 0.9996 12

0.0000 1.0000 13 0.0001 1.0000 13 0.0003 0.9999 13

0.0000 1.0000 14 0.0000 1.0000 14 0.0001 1.0000 14

0.0000 1.0000 15 0.0000 1.0000 15 0.0000 1.0000 15

0.0000 1.0000 16 0.0000 1.0000 16 0.0000 1.0000 16

0.0000 1.0000 17 0.0000 1.0000 17 0.0000 1.0000 17

0.0000 1.0000 18 0.0000 1.0000 18 0.0000 1.0000 18

0.0000 1.0000 19 0.0000 1.0000 19 0.0000 1.0000 19

0.0000 1.0000 20 0.0000 1.0000 20 0.0000 1.0000 20

0.0000 1.0000 21 0.0000 1.0000 21 0.0000 1.0000 21

0.0000 1.0000 22 0.0000 1.0000 22 0.0000 1.0000 22

0.0000 1.0000 23 0.0000 1.0000 23 0.0000 1.0000 23

0.0000 1.0000 24 0.0000 1.0000 24 0.0000 1.0000 24

0.0000 1.0000 25 0.0000 1.0000 25 0.0000 1.0000 25

0.0000 1.0000 26 0.0000 1.0000 26 0.0000 1.0000 26

0.0000 1.0000 27 0.0000 1.0000 27 0.0000 1.0000 27

0.0000 1.0000 28 0.0000 1.0000 28 0.0000 1.0000 28

0.0000 1.0000 29 0.0000 1.0000 29 0.0000 1.0000 29

0.0000 1.0000 30 0.0000 1.0000 30 0.0000 1.0000 30

0.0000 1.0000 31 0.0000 1.0000 31 0.0000 1.0000 31

0.0000 1.0000 32 0.0000 1.0000 32 0.0000 1.0000 32

0.0000 1.0000 33 0.0000 1.0000 33 0.0000 1.0000 33

0.0000 1.0000 34 0.0000 1.0000 34 0.0000 1.0000 34

0.0000 1.0000 35 0.0000 1.0000 35 0.0000 1.0000 35

0.0000 1.0000 36 0.0000 1.0000 36 0.0000 1.0000 36

0.0000 1.0000 37 0.0000 1.0000 37 0.0000 1.0000 37

0.0000 1.0000 38 0.0000 1.0000 38 0.0000 1.0000 38

0.0000 1.0000 39 0.0000 1.0000 39 0.0000 1.0000 39

0.0000 1.0000 40 0.0000 1.0000 40 0.0000 1.0000 40

0.0000 1.0000 41 0.0000 1.0000 41 0.0000 1.0000 41

0.0000 1.0000 42 0.0000 1.0000 42 0.0000 1.0000 42

0.0000 1.0000 43 0.0000 1.0000 43 0.0000 1.0000 43

0.0000 1.0000 44 0.0000 1.0000 44 0.0000 1.0000 44

0.0000 1.0000 45 0.0000 1.0000 45 0.0000 1.0000 45

0.0000 1.0000 46 0.0000 1.0000 46 0.0000 1.0000 46

0.0000 1.0000 47 0.0000 1.0000 47 0.0000 1.0000 47

0.0000 1.0000 48 0.0000 1.0000 48 0.0000 1.0000 48

0.0000 1.0000 49 0.0000 1.0000 49 0.0000 1.0000 49

0.0000 1.0000 50 0.0000 1.0000 50 0.0000 1.0000 50

0.0000 1.0000 51 0.0000 1.0000 51 0.0000 1.0000 51

0.0000 1.0000 52 0.0000 1.0000 52 0.0000 1.0000 52

0.0000 1.0000 53 0.0000 1.0000 53 0.0000 1.0000 53

0.0000 1.0000 54 0.0000 1.0000 54 0.0000 1.0000 54

0.0000 1.0000 55 0.0000 1.0000 55 0.0000 1.0000 55

0.0000 1.0000 56 0.0000 1.0000 56 0.0000 1.0000 56

0.0000 1.0000 57 0.0000 1.0000 57 0.0000 1.0000 57

0.0000 1.0000 58 0.0000 1.0000 58 0.0000 1.0000 58

0.0000 1.0000 59 0.0000 1.0000 59 0.0000 1.0000 59

0.0000 1.0000 60 0.0000 1.0000 60 0.0000 1.0000 60

0.0000 1.0000 61 0.0000 1.0000 61 0.0000 1.0000 61

0.0000 1.0000 62 0.0000 1.0000 62 0.0000 1.0000 62

0.0000 1.0000 63 0.0000 1.0000 63 0.0000 1.0000 63

0.0000 1.0000 64 0.0000 1.0000 64 0.0000 1.0000 64

0.0000 1.0000 65 0.0000 1.0000 65 0.0000 1.0000 65
M2 3/6/2020
Winchester/Fireside Winchester/Fireside Winchester/Fireside

NBL NBL NBL

AM AM AM
Existing Conditions Background Conditions Background Plus Project Conditions Avg. Queue Per Lane in Veh= 0.2 Avg. Queue Per Lane in Veh= 0.2 Avg. Queue Per Lane in Veh= 0.2 Percentile = 95% 1 Percentile = 95% 1 Percentile = 95% 1 Individual
Probability
Cumulative
Probability
Number of
Queued
Vehicles
Individual
Probability
Cumulative
Probability
Number of
Queued
Vehicles
Individual
Probability
Cumulative
Probability
Number of
Queued
Vehicles

0.8278 0.8278 0 0.8222 0.8222 0 0.7947 0.7947 0

0.1565 0.9842 1 0.1609 0.9832 1 0.1826 0.9773 1

0.0148 0.9990 2 0.0158 0.9989 2 0.0210 0.9983 2

0.0009 1.0000 3 0.0010 0.9999 3 0.0016 0.9999 3

0.0000 1.0000 4 0.0001 1.0000 4 0.0001 1.0000 4

0.0000 1.0000 5 0.0000 1.0000 5 0.0000 1.0000 5

0.0000 1.0000 6 0.0000 1.0000 6 0.0000 1.0000 6

0.0000 1.0000 7 0.0000 1.0000 7 0.0000 1.0000 7

0.0000 1.0000 8 0.0000 1.0000 8 0.0000 1.0000 8

0.0000 1.0000 9 0.0000 1.0000 9 0.0000 1.0000 9

0.0000 1.0000 10 0.0000 1.0000 10 0.0000 1.0000 10

0.0000 1.0000 11 0.0000 1.0000 11 0.0000 1.0000 11

0.0000 1.0000 12 0.0000 1.0000 12 0.0000 1.0000 12

0.0000 1.0000 13 0.0000 1.0000 13 0.0000 1.0000 13

0.0000 1.0000 14 0.0000 1.0000 14 0.0000 1.0000 14

0.0000 1.0000 15 0.0000 1.0000 15 0.0000 1.0000 15

0.0000 1.0000 16 0.0000 1.0000 16 0.0000 1.0000 16

0.0000 1.0000 17 0.0000 1.0000 17 0.0000 1.0000 17

0.0000 1.0000 18 0.0000 1.0000 18 0.0000 1.0000 18

0.0000 1.0000 19 0.0000 1.0000 19 0.0000 1.0000 19

0.0000 1.0000 20 0.0000 1.0000 20 0.0000 1.0000 20

0.0000 1.0000 21 0.0000 1.0000 21 0.0000 1.0000 21

0.0000 1.0000 22 0.0000 1.0000 22 0.0000 1.0000 22

0.0000 1.0000 23 0.0000 1.0000 23 0.0000 1.0000 23

0.0000 1.0000 24 0.0000 1.0000 24 0.0000 1.0000 24

0.0000 1.0000 25 0.0000 1.0000 25 0.0000 1.0000 25

0.0000 1.0000 26 0.0000 1.0000 26 0.0000 1.0000 26

0.0000 1.0000 27 0.0000 1.0000 27 0.0000 1.0000 27

0.0000 1.0000 28 0.0000 1.0000 28 0.0000 1.0000 28

0.0000 1.0000 29 0.0000 1.0000 29 0.0000 1.0000 29

0.0000 1.0000 30 0.0000 1.0000 30 0.0000 1.0000 30

0.0000 1.0000 31 0.0000 1.0000 31 0.0000 1.0000 31

0.0000 1.0000 32 0.0000 1.0000 32 0.0000 1.0000 32

0.0000 1.0000 33 0.0000 1.0000 33 0.0000 1.0000 33

0.0000 1.0000 34 0.0000 1.0000 34 0.0000 1.0000 34

0.0000 1.0000 35 0.0000 1.0000 35 0.0000 1.0000 35

0.0000 1.0000 36 0.0000 1.0000 36 0.0000 1.0000 36

0.0000 1.0000 37 0.0000 1.0000 37 0.0000 1.0000 37

0.0000 1.0000 38 0.0000 1.0000 38 0.0000 1.0000 38

0.0000 1.0000 39 0.0000 1.0000 39 0.0000 1.0000 39

0.0000 1.0000 40 0.0000 1.0000 40 0.0000 1.0000 40

0.0000 1.0000 41 0.0000 1.0000 41 0.0000 1.0000 41

0.0000 1.0000 42 0.0000 1.0000 42 0.0000 1.0000 42

0.0000 1.0000 43 0.0000 1.0000 43 0.0000 1.0000 43

0.0000 1.0000 44 0.0000 1.0000 44 0.0000 1.0000 44

0.0000 1.0000 45 0.0000 1.0000 45 0.0000 1.0000 45

0.0000 1.0000 46 0.0000 1.0000 46 0.0000 1.0000 46

0.0000 1.0000 47 0.0000 1.0000 47 0.0000 1.0000 47

0.0000 1.0000 48 0.0000 1.0000 48 0.0000 1.0000 48

0.0000 1.0000 49 0.0000 1.0000 49 0.0000 1.0000 49

0.0000 1.0000 50 0.0000 1.0000 50 0.0000 1.0000 50

0.0000 1.0000 51 0.0000 1.0000 51 0.0000 1.0000 51

0.0000 1.0000 52 0.0000 1.0000 52 0.0000 1.0000 52

0.0000 1.0000 53 0.0000 1.0000 53 0.0000 1.0000 53

0.0000 1.0000 54 0.0000 1.0000 54 0.0000 1.0000 54

0.0000 1.0000 55 0.0000 1.0000 55 0.0000 1.0000 55

0.0000 1.0000 56 0.0000 1.0000 56 0.0000 1.0000 56

0.0000 1.0000 57 0.0000 1.0000 57 0.0000 1.0000 57

0.0000 1.0000 58 0.0000 1.0000 58 0.0000 1.0000 58

0.0000 1.0000 59 0.0000 1.0000 59 0.0000 1.0000 59

0.0000 1.0000 60 0.0000 1.0000 60 0.0000 1.0000 60

0.0000 1.0000 61 0.0000 1.0000 61 0.0000 1.0000 61

0.0000 1.0000 62 0.0000 1.0000 62 0.0000 1.0000 62

0.0000 1.0000 63 0.0000 1.0000 63 0.0000 1.0000 63

0.0000 1.0000 64 0.0000 1.0000 64 0.0000 1.0000 64

0.0000 1.0000 65 0.0000 1.0000 65 0.0000 1.0000 65
M3 3/6/2020
Winchester/Fireside Winchester/Fireside Winchester/Fireside

NBL NBL NBL

PM PM PM
Existing Conditions Background Conditions Background Plus Project Conditions Avg. Queue Per Lane in Veh= 0.1 Avg. Queue Per Lane in Veh= 0.2 Avg. Queue Per Lane in Veh= 0.2 Percentile = 95% 1 Percentile = 95% 1 Percentile = 95% 1 Individual
Probability
Cumulative
Probability
Number of
Queued
Vehicles
Individual
Probability
Cumulative
Probability
Number of
Queued
Vehicles
Individual
Probability
Cumulative
Probability
Number of
Queued
Vehicles

0.8726 0.8726 0 0.8596 0.8596 0 0.8022 0.8022 0

0.1189 0.9915 1 0.1300 0.9897 1 0.1768 0.9790 1

0.0081 0.9996 2 0.0098 0.9995 2 0.0195 0.9985 2

0.0004 1.0000 3 0.0005 1.0000 3 0.0014 0.9999 3

0.0000 1.0000 4 0.0000 1.0000 4 0.0001 1.0000 4

0.0000 1.0000 5 0.0000 1.0000 5 0.0000 1.0000 5

0.0000 1.0000 6 0.0000 1.0000 6 0.0000 1.0000 6

0.0000 1.0000 7 0.0000 1.0000 7 0.0000 1.0000 7

0.0000 1.0000 8 0.0000 1.0000 8 0.0000 1.0000 8

0.0000 1.0000 9 0.0000 1.0000 9 0.0000 1.0000 9

0.0000 1.0000 10 0.0000 1.0000 10 0.0000 1.0000 10

0.0000 1.0000 11 0.0000 1.0000 11 0.0000 1.0000 11

0.0000 1.0000 12 0.0000 1.0000 12 0.0000 1.0000 12

0.0000 1.0000 13 0.0000 1.0000 13 0.0000 1.0000 13

0.0000 1.0000 14 0.0000 1.0000 14 0.0000 1.0000 14

0.0000 1.0000 15 0.0000 1.0000 15 0.0000 1.0000 15

0.0000 1.0000 16 0.0000 1.0000 16 0.0000 1.0000 16

0.0000 1.0000 17 0.0000 1.0000 17 0.0000 1.0000 17

0.0000 1.0000 18 0.0000 1.0000 18 0.0000 1.0000 18

0.0000 1.0000 19 0.0000 1.0000 19 0.0000 1.0000 19

0.0000 1.0000 20 0.0000 1.0000 20 0.0000 1.0000 20

0.0000 1.0000 21 0.0000 1.0000 21 0.0000 1.0000 21

0.0000 1.0000 22 0.0000 1.0000 22 0.0000 1.0000 22

0.0000 1.0000 23 0.0000 1.0000 23 0.0000 1.0000 23

0.0000 1.0000 24 0.0000 1.0000 24 0.0000 1.0000 24

0.0000 1.0000 25 0.0000 1.0000 25 0.0000 1.0000 25

0.0000 1.0000 26 0.0000 1.0000 26 0.0000 1.0000 26

0.0000 1.0000 27 0.0000 1.0000 27 0.0000 1.0000 27

0.0000 1.0000 28 0.0000 1.0000 28 0.0000 1.0000 28

0.0000 1.0000 29 0.0000 1.0000 29 0.0000 1.0000 29

0.0000 1.0000 30 0.0000 1.0000 30 0.0000 1.0000 30

0.0000 1.0000 31 0.0000 1.0000 31 0.0000 1.0000 31

0.0000 1.0000 32 0.0000 1.0000 32 0.0000 1.0000 32

0.0000 1.0000 33 0.0000 1.0000 33 0.0000 1.0000 33

0.0000 1.0000 34 0.0000 1.0000 34 0.0000 1.0000 34

0.0000 1.0000 35 0.0000 1.0000 35 0.0000 1.0000 35

0.0000 1.0000 36 0.0000 1.0000 36 0.0000 1.0000 36

0.0000 1.0000 37 0.0000 1.0000 37 0.0000 1.0000 37

0.0000 1.0000 38 0.0000 1.0000 38 0.0000 1.0000 38

0.0000 1.0000 39 0.0000 1.0000 39 0.0000 1.0000 39

0.0000 1.0000 40 0.0000 1.0000 40 0.0000 1.0000 40

0.0000 1.0000 41 0.0000 1.0000 41 0.0000 1.0000 41

0.0000 1.0000 42 0.0000 1.0000 42 0.0000 1.0000 42

0.0000 1.0000 43 0.0000 1.0000 43 0.0000 1.0000 43

0.0000 1.0000 44 0.0000 1.0000 44 0.0000 1.0000 44

0.0000 1.0000 45 0.0000 1.0000 45 0.0000 1.0000 45

0.0000 1.0000 46 0.0000 1.0000 46 0.0000 1.0000 46

0.0000 1.0000 47 0.0000 1.0000 47 0.0000 1.0000 47

0.0000 1.0000 48 0.0000 1.0000 48 0.0000 1.0000 48

0.0000 1.0000 49 0.0000 1.0000 49 0.0000 1.0000 49

0.0000 1.0000 50 0.0000 1.0000 50 0.0000 1.0000 50

0.0000 1.0000 51 0.0000 1.0000 51 0.0000 1.0000 51

0.0000 1.0000 52 0.0000 1.0000 52 0.0000 1.0000 52

0.0000 1.0000 53 0.0000 1.0000 53 0.0000 1.0000 53

0.0000 1.0000 54 0.0000 1.0000 54 0.0000 1.0000 54

0.0000 1.0000 55 0.0000 1.0000 55 0.0000 1.0000 55

0.0000 1.0000 56 0.0000 1.0000 56 0.0000 1.0000 56

0.0000 1.0000 57 0.0000 1.0000 57 0.0000 1.0000 57

0.0000 1.0000 58 0.0000 1.0000 58 0.0000 1.0000 58

0.0000 1.0000 59 0.0000 1.0000 59 0.0000 1.0000 59

0.0000 1.0000 60 0.0000 1.0000 60 0.0000 1.0000 60

0.0000 1.0000 61 0.0000 1.0000 61 0.0000 1.0000 61

0.0000 1.0000 62 0.0000 1.0000 62 0.0000 1.0000 62

0.0000 1.0000 63 0.0000 1.0000 63 0.0000 1.0000 63

0.0000 1.0000 64 0.0000 1.0000 64 0.0000 1.0000 64

0.0000 1.0000 65 0.0000 1.0000 65 0.0000 1.0000 65
M4 3/6/2020
Appendix G
Signal Warrant
Check
Winchester Hotel
5 . Winchester Boulevard and Fireside Drive
Source: Figure 4C-3 of the Manual on Unifrom Traffic Control and Devices (MUTCD) from California Department of Transportation (Caltrans). * 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

One
2 or
More
Major Street - Both Approaches Winchester Boulevard 1688 1901 1939 1981 Minor Street - Highest Approach F i r e s i d e D r i v e 6 76 76 76 7 Maximum warrant threshold for minor street volume 109 100 100 100 Difference between warrant threshold & minor street volume 42 33 33 33 No No No No
One
2 or
More
Major Street - Both Approaches Winchester Boulevard 2155 2483 2532 2578 Minor Street - Highest Approach F i r e s i d e D r i v e 3 43 43 43 4 Maximum warrant threshold for minor street volume 100 100 100 100 Difference between warrant threshold & minor street volume 66 66 66 66 No No No No
Cumulative Plus
Project AM
X
X
Warrant Met?
Approach
Lanes
Existing PM
Background PM
Background Plus
Project PM
Cumulative Plus
Project PM
Approach
Lanes
Existing AM
Background AM
Warrant Met?
Background Plus
Project AM
X
X
0 100
200
300
400
500
600
700
800
400
500
600
700
800
900
1000
1100
1200
1300
1400
1500
1600
1700
1800

MINOR STREET - HIGHER-VOLUME APPROACH (VPH)

MAJOR STREET - TOTAL OF BOTH APPROACHES (VPH)
MUTCD PEAK-HOUR VOLUME SIGNAL WARRANT - WARRANT 3
(Urban Areas)
Existing AM
Background AM
Background Plus
Project AM
Cumulative Plus
Project AMExisting PM
Background PM
Background Plus
Project PMCumulative Plus
Project PM
2 or more lanes (major) & 2 or more lanes (minor)
2 or more lanes (major) & 1 lane (minor) or
1 lane (major) & 2 or more lanes (minor)
1 lane (major) & 1 lane (minor)
6/16/2020

San Jose City CouncilAugust 23, 2022

San Jose City Council
August 23, 2022