Attachment 3.F_ Technical Studies - Transportation Analysis 2.13.24 — Atherton City Council, September 18, 2024

Atherton Housing Element Update
Transportation Analysis
Prepared for:

M-Group
February 13, 2024
Hexagon Transportation Consultants, Inc.

Hexagon Office: 100 Century Center Court, Suite 501
San Jose, CA 95112
Phone: 408.971.6100
Hexagon Job Number: 23SJ01
Client Name: Mr. Adam Petersen, M-Group
Atherton HEU Transportation Analysis February 13, 2024
Table of Contents
Executive Summary.................................................................................................................................i

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

2. Existing Transportation Conditions................................................................................................9

3. Trip Generation Estimates ..........................................................................................................15

4. CEQA Transportation Analysis....................................................................................................17

5. Local Transportation Analysis .....................................................................................................22 Appendices
Appendix A VMT Analysis
Appendix B Traffic Counts
Appendix C Traffic Volumes
Appendix D Level of Service Calculations
Appendix E Signal Warrants
List of Tables
Table 1 HEU Site Inventory.............................................................................................................. 1 Table 2 Signalized Intersection Level of Service Definitions Based on Control Delay ...................... 7 Table 3 Unsignalized Intersection Level of Service Definitions Based on Control Delay .................. 7 Table 4 Existing Transit Facilities................................................................................................... 13 Table 5 Project Trip Generation Estimates..................................................................................... 16 Table 6 Intersection Level of Service Summary ............................................................................. 34 List of Figures
Figure 1 Location of Proposed Multifamily Housing Sites.................................................................. 3 Figure 2 Study Intersections.............................................................................................................. 5 Figure 3 Roadway Classifications ................................................................................................... 10 Figure 4 Existing Bicycle Facilities .................................................................................................. 12 Figure 5 Existing Transit Services................................................................................................... 14 Figure 6 Multifamily Housing Trip Distribution ................................................................................. 23 Figure 7 Multifamily Housing Trip Assignment ................................................................................ 24 Figure 8 Existing Lane Configurations............................................................................................. 26 Figure 9 Existing Traffic Volumes.................................................................................................... 27 Figure 10 Existing Plus Project Traffic Volumes................................................................................ 28 Figure 11 Cumulative Traffic Volumes .............................................................................................. 29 Figure 12 Cumulative Plus Project Traffic Volumes........................................................................... 30 Atherton HEU Transportation Analysis February 13, 2024
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Executive Summary
This report presents the results of the transportation analysis (TA) conducted for the proposed Atherton Housing Element Update (HEU) project. The HEU would result in an increase in 629 residential units within the Town of Atherton. This includes 126 multifamily units at 1000 El Camino Real, 45 multifamily units at 50 Valparaiso Avenue, 20 multifamily units at 150 Valparaiso Avenue, 16 multifamily units at 23 Oakwood Boulevard, 85 multi-family units at opportunity sites, 280 accessory dwelling units, 48 projected Senate Bill (SB 9) lot splits, and 9 vacant sites.

The potential impacts of the HEU were evaluated in accordance with the standards and methodologies set forth by the Town of Atherton.

Project Trip Generation
It is estimated that the proposed HEU would generate 4,594 new daily trips, including 319 net new trips (79 net new inbound and 270 net new outbound) during the AM peak hour and 424 net new trips (266 net new inbound and 158 net new outbound) during the PM peak hour.

CEQA Transportation Analysis
Vehicle Miles Traveled (VMT) Impact
Screened Projects
Per the OPR VMT screening criteria, the following projects can be screened from further VMT analysis:

Small Projects
The following projects are individually small and are expected to generate less than 110 daily trips (see Table 5). Therefore, their VMT impact would be less than significant as defined by OPR:
• ADUs, SB 9 units, Vacant Sites – 337 units
• 23 Oakwood Boulevard – 16 units
• 150 Valparaiso Avenue – 20 units
• Gilmore House – 9 units
• Circus Club – 5 units
• CA Water Service – 3 units
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Projects Near Transit
The proposed multifamily developments at 1000 El Camino Real and 50 Valparaiso Avenue are located adjacent to El Camino Real, which is considered to be a high-quality transit corridor. In the vicinity of the project sites, SamTrans bus route ECR provides fixed route bus service with 15-minute headways during peak commute hours. Per OPR guidelines, project sites located within ½ mile walkshed of a high-quality transit corridor can be assumed to have a less than significant VMT impact.

Projects in Low VMT Areas
Per the C/CAG VMT Estimation Tool, the proposed project at 175, 185, and 197 Ravenswood Avenue is located in a low VMT area i.e. the VMT per resident for those parcels is 7.7 VMT per resident and

10.4 VMT per resident, which is less than the Bay Area regional threshold of 12.4 daily VMT per resident (see Appendix A). Therefore, this project can be assumed to have a less than significant VMT impact.

Projects Not Screened
The project proposed at 999 Ringwood Avenue, 352, 318, and 296 Bay Road is located in an area where the existing VMT is 13.0 daily VMT per resident, which is above the established threshold of 12.4 daily VMT per resident and is referred to as being in a “high-VMT area” (see Appendix A).

VMT Mitigation
Projects in high-VMT areas are required to include a set of VMT reduction measures that would reduce the project VMT to the greatest extent possible. The C/CAG VMT Estimation 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 estimation tool:

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

2. Tier 2: Multimodal infrastructure improvements that increase accessibility for transit users, bicyclists, and pedestrians. These improvements include:
o Increase bike access
o Improve connectivity by increasing intersection density o Increase transit accessibility
o Traffic calming measures beyond the project frontage
o Pedestrian network improvements beyond the project frontage

3. Tier 3: Parking measures that discourage personal motorized vehicle-trips. These improvements include:
o Limit parking supply
o Provide bike facilities

4. Tier 4: Transportation demand management (TDM) measures that provide incentives and services to encourage alternatives to personal motorized vehicle-trips. These measures for residential developments include:
o School pool programs
o Bike share programs
o Car share programs
o Subsidized transit program
o Unbundle parking costs from property costs
o Voluntary travel behavior change program
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 Atherton HEU Transportation Analysis February 13, 2024
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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. The project could implement Tier 1-4 mitigation measures and reduce its impact to less than significant.

Local Transportation Analysis
Intersection Traffic Operations
Intersection levels of service were evaluated against the standards of the Town of Atherton. The results of the analysis show that all signalized study intersections are operating at acceptable levels of service during the AM and PM peak hours of traffic under existing conditions. Under cumulative conditions, most study intersections would continue to operate at an acceptable level of service. The intersection of Ravenswood Avenue and Middlefield Road would operate at an unacceptable LOS E during both peak hours under cumulative conditions.

The results of the analysis show that the added project trips would not cause an adverse operational effect, as defined by Atherton, at any of the signalized study intersections.

Proposed improvements at the four unsignalized study intersections are described below:

El Camino Real & Selby Lane Intersection
Selby Lane at El Camino Real is estimated to experience long delays equivalent to LOS F under all study scenarios. The peak-hour volume signal warrant analysis indicates that peak-hour volumes at the intersection would meet the peak-hour volume warrant under all scenarios, both with and without the project traffic.

Improvement:

It is recommended that a traffic signal be installed at the intersection. With the addition of a traffic signal, the intersection would be expected to operate at an acceptable LOS B under all scenarios.

Alameda de las Pulgas & Atherton Avenue Intersection
The Alameda de las Pulgas & Atherton Avenue intersection would operate with high delays equivalent to LOS E during the PM peak hour under cumulative plus project conditions.

The peak-hour volume signal warrant analysis indicates that peak-hour volumes at the intersection would not meet the peak-hour volume warrant during the PM peak hour under the cumulative plus project scenario, with or without the project traffic. Therefore, signalization is not recommended at this intersection.

Improvement:

A single lane roundabout is recommended at this intersection. The intersection appears big enough to accommodate a roundabout within the right of way, but the feasibility of the roundabout would require further design work. With the addition of a roundabout, the intersection would operate at an acceptable LOS B or better during both peak hours.

El Camino Real & Alejandra Avenue Intersection
During the AM peak hour, Alejandra Avenue at El Camino Real is estimated to experience long delays equivalent to LOS E under all study scenarios. The added project trips would increase the delay for this approach. The peak-hour volume signal warrant analysis indicates that peak-hour volumes at the intersection would not meet the peak-hour volume warrant under any scenario, with or without the Atherton HEU Transportation Analysis February 13, 2024
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project traffic, therefore signalization is not recommended. There are no other feasible improvements at this intersection.

Bay Road & Ringwood Avenue/Sonoma Avenue Intersection
The Bay Road & Ringwood Avenue/Sonoma Avenue intersection would operate with high delays equivalent to LOS E during the AM peak hour under cumulative and cumulative plus project conditions.

The peak-hour volume signal warrant analysis indicates that peak-hour volumes at the intersection would meet the peak-hour volume warrant under all scenarios, both with and without the project traffic, during the AM peak hour.

Menlo Park’s Traffic Impact Fee (TIF) lists the following improvements for this intersection:
• Convert the east legs of Sonoma Avenue and Ringwood Avenue to one-way couplets with Ringwood Avenue serving eastbound traffic and Sonoma Avenue serving westbound traffic. • Add left-turn lanes, as deemed necessary during the design phase, on eastbound Ringwood Avenue and northbound Bay Road. This would require full use of public right-of-way and the removal of existing landscaping and the relocation of existing utilities. • Install a traffic signal.

Improvement:

With the addition of a traffic signal, the intersection would be expected to operate at an acceptable LOS A during the AM peak hour. Installation of improvements as identified in Menlo Park’s TIF is recommended.

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1. Introduction
This report presents the results of the transportation analysis (TA) conducted for the proposed CEQA clearance document analyzing the Housing Element Update (HEU) for the Town of Atherton, California.

The HEU would result in an increase in 629 residential units within the Town of Atherton. Figure 1 shows the location of the proposed multifamily housing sites in the Town. Table 1 shows the breakdown of the projected increase in units.

Table 1
HEU Site Inventory
Scope of Study
The purpose of the study is to identify potential transportation impacts related to the proposed HEU.

Per California Senate Bill 743 (SB 743) and CEQA Guidelines, the study includes a vehicle miles traveled (VMT) analysis. The study also includes a local transportation analysis that evaluates potential Site Inventory Projected Units
1000 El Camino Real 126
50 Valparaiso Ave 45
150 Valparaiso Ave 20
23 Oakwood Blvd 16
Multi-Family Residential Opportunity Sites
999 Ringwood Ave, 352, 318, and 296 Bay Rd 36
175, 185, and 197 Ravenswood Ave 32
Gilmore House 9
Circus Club 5
CA Water Service 3
Accessory Dwelling Units (ADU)s 280
Projected Senate Bill (SB) 9 Lot Splits 48
Vacant Sites 9
Total Projected Units 629
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transportation effects of the HEU in accordance with the standards and methodologies set forth by the Town of Atherton.

CEQA VMT Analysis
In accordance with Senate Bill (SB) 743, an analysis of the proposed increase in housing’s potential impacts on VMT was conducted as part of the environmental analysis for the project. The Town of Atherton has not formally adopted a VMT policy, therefore, the VMT thresholds for this project were based on the Governor’s Office of Planning and Research (OPR)’s recommendations.

Consistent with OPR guidelines, 85 percent of the existing regional average daily VMT per resident was assumed as the VMT threshold of significance. Average VMT per resident for the project parcels was reported from the City/County Association of Governments (C/CAG) of San Mateo County VMT Estimation Tool, and the project average VMT per resident was compared to the Bay Area regional average.

Redwood City Redwood City
Palo
Alto
Menlo Park Menlo Park
West
Menlo Park Menlo Park
Atherton Atherton
Redwood City
Palo
Alto
Menlo Park
West
Menlo Park
Atherton
El Camino Real
Oakwood Oakwood Blvd Oakwood Blvd
Bay Rd
Spring St
Laurel St
Santa Cruz Ave
Alma St
Atherton Ave
Ringwood Ave
Oak Grove Ave
Stockbridge Ave
Park Ln
Almendral Ave
Tuscaloosa Ave
Middlefield Rd
Valparaiso Ave
Fair Oaks Ave
Encinal Ave
Selby Ln
Willow Rd
Isabella Ave
Glenwood Ave
Alameda de Las Pulgas
Ravenswood Ave
Crane St
Menlo Ave
Alejandra Ave
James Ave
Chilco St
Mills St
Live Oak Ave
Fair Oaks Ln
Bay Rd
23 Oakwood 23 Oakwood
Blvd
1000 El Camino 1000 El Camino
Real
50 Valparaiso 50 Valparaiso
Ave
23 Oakwood
Blvd
1000 El Camino
Real
175, 185, and 197 175, 185, and 197
Ravenswood Ave Ravenswood Ave
175, 185, and 197
Ravenswood Ave
999 Ringwood Ave, 99 Ringwood Ave,
352, 318, and 296 Bay Rd 352, 318, and 296 Bay Rd
999 Ringwood Ave,
352, 318, and 296 Bay Rd
Gilmore House Gilmore House ilmore House
50 Valparaiso
Ave
150 Valparaiso 50 Valparaiso
Ave
150 Valparaiso
Circus
Club
Circus
Club
101
Marsh Rd Marsh Rd Marsh Rd
NOTE: California Water Services, ADU, SB 9, and vacant sites are not shown on the map. = Site Locations
LEGEND
Menlo Park Menlo Park
Caltrain Caltrain
Station Station
Menlo Park
Caltrain
Station
Atherton HEU TransportaƟon Analysis
Figure 1
Location of Proposed Multifamily Housing Sites
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Local Transportation Analysis (LTA)
The LTA supplements the VMT analysis by identifying potential adverse traffic operational effects of the proposed housing sites that may arise due to the new development. This includes operations at key intersections providing access to and through the study area.

The intersection operations analysis is based on the AM (7:00 AM and 9:00 AM) and PM (4:00 PM and 6:00 PM) peak-hour level of service for five signalized intersections and four unsignalized intersections in the vicinity of the HEU sites as illustrated in Figure 2. The following intersections were identified for analysis:

1. El Camino Real and Selby Lane (unsignalized)

2. Alameda de las Pulgas and Atherton Avenue (unsignalized)

3. El Camino Real and Atherton Avenue/Fair Oaks Lane

4. Middlefield Road and Marsh Road

5. El Camino Real and Alejandra Avenue (unsignalized)

6. El Camino Real and Encinal Avenue

7. El Camino Real and Valparaiso Avenue/Glenwood Avenue

8. Middlefield Road and Ravenswood Avenue

9. Bay Road and Ringwood Avenue/Sonoma Avenue (unsignalized) Traffic conditions were evaluated for the following scenarios:
• Existing Conditions. Existing traffic volumes at the study intersections were based on new traffic counts conducted in 2023 and and counts collected in 2022 for other traffic studies in the area (see Appendix B).
• Existing Plus Project Conditions. Existing plus project traffic volumes were estimated by adding to existing traffic volumes the additional traffic generated by the proposed new development. Existing plus project conditions were evaluated relative to existing conditions to determine potential adverse project effects.
• Cumulative Conditions. The cumulative scenario assumed a year 2031 horizon, which represents the Regional Housing Needs Assessment (RHNA) planning cycle. The cumulative conditions traffic volumes were determined using forecasts from the Countywide transportation demand model.
• Cumulative Plus Project Conditions. Cumulative plus project traffic volumes were estimated by adding to cumulative traffic volumes the additional traffic generated by the project.

Cumulative plus project conditions were evaluated relative to cumulative conditions to determine potential adverse project effects.

Redwood City Redwood City
Palo
Alto
Menlo Park Menlo Park
West
Menlo Park Menlo Park
Atherton Atherton
Redwood City
Palo
Alto
Menlo Park
West
Menlo Park
Atherton
El Camino Real
Bay Rd
Spring St
Laurel St
Santa Cruz Ave
Alma St
Atherton Ave
Ringwood Ave
Oak Grove Ave
Stockbridge Ave
Park Ln
Almendral Ave
Tuscaloosa Ave
Middlefield Rd
Valparaiso Ave
Fair Oaks Ave
Encinal Ave
Selby Ln
Willow Rd
Isabella Ave
Glenwood Ave
Alameda de Las Pulgas
Ravenswood Ave
Crane St
Menlo Ave
Alejandra Ave
James Ave
Chilco St
Mills St
Live Oak Ave
Fair Oaks Ln
Bay Rd
Oakwood Oakwood Blvd Oakwood Blvd
1 2
3 4
5 6
7 8
9 1
2 3
4 5
6 7
8 9
101
Marsh Rd Marsh Rd Marsh Rd
Menlo Park Menlo Park
Caltrain Caltrain
Station Station
Menlo Park
Caltrain
Station
X = Study Intersection
= Site Location
LEGEND
Atherton HEU TransportaƟon Analysis
Figure 2
Study Intersections
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Intersection Operations Analysis Methodology
This section presents the methods used to determine the traffic conditions at the study intersections and the potential adverse operational effects due to the project. It includes descriptions of the data requirements, the analysis methodologies, the applicable intersection level of service standards, and the criteria used to determine adverse effects on intersection operations.

Data Requirements
The data required for the analysis were obtained from previous traffic studies, new traffic counts, the Town of Atherton, the City of Menlo Park, and Google Earth. The following data were collected from these sources:
• Existing traffic volumes
• Lane configurations
• Signal timing and phasing
Level of Service Analysis Methodology and Standards
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.

Signalized Intersections
The Town of Atherton utilizes SYNCHRO software and the Highway Capacity Manual (HCM), 2000 Edition methodology to evaluate intersection operations. The HCM method evaluates signalized intersection operations on the basis of average control delay time for all vehicles at the intersection.

Control delay is the amount of delay that is attributed to the particular traffic control device at the intersection, and includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. The correlation between average delay and level of service is shown in Table 2.

There are four study intersections shared between Atherton and Menlo Park. Menlo Park utilizes Vistro software and Highway Capacity Manual (HCM), 7th Edition. In order to be consistent with traffic studies conducted in Menlo Park, these four study intersections were analyzed using Menlo Park’s methodology.

Level of Service Standard
In the Town of Atherton, the level of service standard for highways is LOS E, for minor arterials and collectors is LOS D, and for local streets is LOS C.

Unsignalized Intersections
The study includes the analysis of four unsignalized intersections. Level of service analysis at unsignalized intersections is generally used to determine the need for modification in the type of intersection control (i.e., all-way stop or signalization). Atherton does not have an adopted level of service standard for unsignalized intersections. As part of the evaluation, traffic volumes, delays and traffic signal warrants are evaluated to determine if the existing intersection control is appropriate. The unsignalized study intersections were analyzed on the basis of the Peak-Hour Volume Signal Warrant, (Warrant #3 – Part B) described in the California Manual on Uniform Traffic Control Devices (MUTCD), 2014 Edition.

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For unsignalized intersections, level of service depends on the average delay experienced by vehicles on the stop-controlled approaches. Thus, for all-way stop controlled intersections, level of service is determined by the average delay for all movements through the intersection. For side street stopcontrolled intersections (two-way or T-intersections), operations are defined by the average control delay experienced by vehicles entering the intersection from the stop-controlled approaches on minor streets or from left-turn approaches on major streets. For two-way or T-intersections, the level of service is reported based on the delay for the worst movement. The level of service definitions for unsignalized intersections is shown in Table 3.

Table 2
Signalized Intersection Level of Service Definitions Based on Control Delay Table 3
Unsignalized Intersection Level of Service Definitions Based on Control Delay Level of
Service Description Average Control Delay Per Vehicle (sec.) Source: Transportation Research Board, 2000 Highway Capacity Manual, (Washington, D.C., 2000).

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 F
Operation with delays unacceptable to most drivers occurring due to oversaturation, poor progression, or very long cycle lengths. Greater than 80.0 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
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
A Little or no traffic delay 10.0 or less
B Short traffic delays 10.1 to 15.0
C Average traffic delays 15.1 to 25.0
D Long traffic delays 25.1 to 35.0
E Very long traffic delays 35.1 to 50.0
F Extreme traffic delays greater than 50.0
Source: Transportation Research Board, 2000 Highway Capacity Manual (Washington, D.C., 2000) p17-2.

Level of Service Level of Service Average Delay Per Vehicle (Sec.) Atherton HEU Transportation Analysis February 13, 2024
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Adverse Operational Effects on Intersections
For this analysis, the criteria used to determine an adverse effect on signalized intersections are based on the Town of Atherton’s Level of Service standards. The Town’s General Plan specifies that a project is considered to have a potentially adverse traffic impact if the addition of project traffic causes:
• Threshold “I” – An intersection on minor arterial streets or local approaches to State-controlled signalized intersections operating at LOS A through D to operate at an unacceptable level (LOS E or F) or have an increase of 23 seconds or greater in average vehicle delay, whichever comes first.
• Threshold “II” - An increase of more than 4 seconds to average delay to vehicles on all critical movements for intersections on minor arterial streets operating at LOS E or F. • Threshold “III” - An increase of more than 4 seconds to average delay to vehicles on the most critical movements for intersections on local approaches to State-controlled intersections operating at LOS E or F.
• Threshold “IV” - An intersection on collector streets operating at LOS A through C to operate at an unacceptable level (LOS D, E or F) or have an increase of 23 seconds or greater in average vehicle delay, whichever comes first.
• Threshold “V” - An increase of more than 4 seconds to average delay to vehicles on all critical movements for intersections on collector streets operating at LOS D, E or F.

Atherton has not adopted an adverse effect criterion for unsignalized intersections. For the purpose of this analysis, potential improvements are discussed at an unsignalized intersection if it operates at LOS E or LOS F and meets the signal warrant under project conditions.

Report Organization
This report has a total of five chapters. Chapter 2 describes existing transportation conditions including the existing roadway network, transit service, and bicycle and pedestrian facilities. Chapter 3 describes the methods used to estimate project-generated traffic. Chapter 4 describes the CEQA transportation analysis, including the project VMT impact analysis. Chapter 5 describes the local transportation analysis including operations of study intersections and the project’s effects on the study intersections.

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2. Existing Transportation Conditions
This chapter describes the existing conditions of the transportation system within Atherton. It describes the roadway network, transit service, and pedestrian and bicycle facilities. The analysis of existing intersection operations is included as part of the local transportation analysis (see Chapter 4).

Existing Roadway Network
Regional and local roadways serving the Town of Atherton where housing is proposed in the HEU are described below.

Regional Access
The Town of Atherton contains no freeways; however, the Junipero Serra Freeway (Interstate 280) abuts the western edge of the incorporated Town limits. The single highway through the Town is El Camino Real (State Route 82) which provides for through traffic.

Local Access
Local access in the Town is provided by minor arterials and collectors. These streets provide access to the HEU sites. The roadway network serving Atherton, including classifications from the General Plan, is shown in Figure 3.

Atherton HEU TransportaƟon Analysis
Figure 3
Roadway Classification
Fair Oaks Ln
Glenwood Ave
El Camino Real
Oak Grove Ave
Ravenswood Ave Ringwood Ave
Bay Rd
Selby Ln
Park Ln Alejandra Ave
Stockbridge Ave
Selby Ln
Camino Al Lago
Auston Ave
Tuscaloosa Ave
Almendral Ave
Walsh Rd
Oak Grove Ave
James Ave
Polhemus Ave
Elena Ave
Encinal Avenue
Middlefield Road
Watkins Rd
Marsh Rd
Alameda de las Pulgas
Valparaiso Ave
Atherton Ave
01 0.5 /
Miles
·|}þ82
·|}þ82
Legend
Freeways and Highways
Minor Arterial
Collector
Local Streets
Emergency Evacuation Routes
Town Boundary
§¨¦280
£¤101
Source: Atherton General Plan Update - Circulation Element, December 2018 Atherton HEU Transportation Analysis February 13, 2024
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Existing Pedestrian and Bicycle Facilities
Bicycle Facilities
Bicycle facilities in Atherton include bike lanes and bike routes. Bike lanes (Class II facilities) are lanes on roadways designated for use by bicycles with special lane markings, pavement legends, and signage. Bike routes (Class III facilities) are roadways shared between bicycles and vehicles. Bike routes are often designated for use by bicycles with “sharrow” pavement markings and signage. The existing bicycle facilities within the study area are described below and are shown on Figure 4.

Striped bike lanes (Class II bikeway) are present along the following roadways in the Town:
• Selby Lane between Oakwood Boulevard and El Camino Real • Alameda de las Pulgas between City Limits
• Valparaiso Avenue between City Limits
• Middlefield Road between City Limits
• Encinal Avenue between Garwood Way and Middlefield Road • Laurel Street between City Limits
• Ringwood Avenue between City Limits
• Bay Road between City Limits
Bike routes (Class III bikeway) are present along the following roadways in the Town:
• Selby Lane between Selby Lane and Atherton Avenue
• Austin Avenue between Selby Lane and Atherton Avenue
• Atherton Avenue between Alameda de las Pulgas and El Camino Real • Fair Oaks Lane between Alameda de las Pulgas and Middlefield Road • Dinkelspiel Station Lane between Fair Oaks Lane and Watkins Avenue • Watkins Avenue between El Camino Real and Middlefield Road • Alejandra Avenue between Emilie Avenue and El Camino Real • Park Lane between Cam Al Lago and Emilie Avenue
• Cam Al Lago between Alameda de las Pulgas and Park Laneat • Barry Lane between Atherton Avenue and Faxon Lane
• Faxon Lane between Barry Lane and Elena Avenue
• Elena Avenue between Atherton Avenue and Valparaiso Avenue • Emilie Avenue between Alejandra Avenue and Valparaiso Avenue • Glenwood Avenue between Laurel Street and Middlefield Road Pedestrian Facilities
Pedestrian sidewalks and crosswalks are generally lacking on local streets in Atherton as well as on minor arterials like Middlefield Road, Alameda de las Pulgas, Bay Road, and Marsh Road.

Crosswalks are present at signalized intersections along El Camino Real. The intersections of El Camino Real at Selby Lane and El Camino Real at Stockbridge Avenue have ladder crosswalks with pedestrian yield signs across El Camino Real. The intersections of El Camino Real at Almendral Avenue, El Camino Real at Isabella Avenue, and El Camino Real at Alejandra Avenue have pedestrian hybrid beacons. Continuous sidewalks are absent on the west side of El Camino Real. The multifamily housing sites are proposed near El Camino Real. Continuous sidewalks are absent between the housing sites and El Camino Real.

Redwood City Redwood City
Palo
Alto
Menlo Park Menlo Park
West
Menlo Park Menlo Park
Atherton Atherton
Redwood City
Palo
Alto
Menlo Park
West
Menlo Park
Atherton
101
El Camino Real
Bay Rd
Woodside Rd
Spring St
Santa Cruz Ave
Laurel St
Alma St
Park Ln
Cam A Lago Cam A Lago Cam A Lago
Alameda de Las Pulgas
Atherton Ave
Ringwood Ave
Elena
Avea
e
Elena Ave
Emilie Ave Emilie Ave
Oak Grove Ave
Stockbridge Ave
Almendral Ave
Tuscaloosa Ave
Middlefield Rd
Valparaiso Ave
Fair Oaks Ave
Encinal Ave
Selby Ln
Watkins Ave
Willow Rd
Isabella Ave
Ravenswood Ave
Crane St
Menlo Ave
Alejandra Ave
James Ave
Fair Oaks Ln
Faxon Rd
Hoover St Garwood Garwood Wy
Bay Rd
Selby Ln
Austin Ave Austin Ave
Austin Ave
Barry
Ln
ry
n
Elena
Ave
Emilie Ave
Garwood Wy
Barry
Ln
Menlo Park Menlo Park
Caltrain Caltrain
Station Station
Menlo Park
Caltrain
Station
= Existing Bike Lane (Class II Bikeway)
= Existing Bike Route (Class III Bikeway)
LEGEND
= Site Locations
Atherton HEU TransportaƟon Analysis
Figure 4
Existing Bicycle Facilities
Note: Only bike facilities within the City of Atherton are shown.

Oakwood Oakwood Blvd Oakwood Blvd
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Existing Transit Services
Existing transit service in Atherton is provided by SamTrans (see Figure 5 and Table 4). Three SamTrans regular bus routes (ECR, 296, 397) and five SamTrans school-oriented bus routes (72, 82, 83, 87, 88) serve the City. The regular SamTrans bus routes are described below:

Table 4
Existing Transit Facilities
Bus
Route Description Operating Hours
Peak Hour
Headway Nearby Bus Stops
ECR
Between Daly City BART Station and
Palo Alto Transit Center via El Camino
Real
4:00 AM to 2:00 AM (next
day) 15 min
El Camino Real & Amherst-5th
Avenue, El Camino Real &
Almendral Ave, El Camino Real &
Isabella Ave, El Camino Real &
Encinal Ave, El Camino Real &
Valparaiso Ave
296
Between Redwood City Transit Center
and Bayshore/Donohoe via Middlefield
Road
5:15 AM - 10:45 PM 20 min Middlefield Road & Fair Oaks Lane, Middlefield Road & James Ave
397 Between San Francisco and Palo Alto
Transit Ctr via Middlefield Road 1:00 AM - 6:00 AM 45 min - 60 min Middlefield Road & Fair Oaks Lane, Middlefield Road & James Ave Note: Approximate weekday operation hours and headways during peak commute periods in the project area, as of June 2023.

Redwood City Redwood City
Palo
Alto
Menlo Park Menlo Park
West
Menlo Park Menlo Park
Atherton Atherton
Redwood City
Palo
Alto
Menlo Park
West
Menlo Park
Atherton
El Camino Real
Bay Rd
Spring St
Laurel St
Santa Cruz Ave
Alma St
Atherton Ave
Ringwood Ave
Oak Grove Ave
Stockbridge Ave
Park Ln
Almendral Ave
Tuscaloosa Ave
Middlefield Rd
Valparaiso Ave
Fair Oaks Ave
Encinal Ave
Selby Ln
Willow Rd
Isabella Ave
Glenwood Ave
Alameda de Las Pulgas
Ravenswood Ave
Crane St
Menlo Ave
Alejandra Ave
James Ave
Chilco St
Mills St
Live Oak Ave
Fair Oaks Ln
Bay Rd
Oakwood Oakwood Blvd Oakwood Blvd
ECR
ECR
296
296
101
397
397
Marsh Rd Marsh Rd Marsh Rd
= Site Locations
LEGEND
= SamTrans Routes Connecting to Caltrain Stations
= SamTrans Routes Connecting to BART and
Caltrain Stations
= SamTrans Express Routes
= Bus Stop
Menlo Park Menlo Park
Caltrain Caltrain
Station
Menlo Park
Caltrain
ECR
296,
397
296,
397
296,
397
296,
397
296,
397 296,
397
296,
397
296,
397
296,
397
296,
397 296,
397
296,
397
296,
397
296,
397
296,
397 296,
397
296,
397 296,
397
296,
397
296,
397

ECR ECR
ECR
ECR
ECR
ECR
ECR
ECR
ECR
ECR
ECR

ECR ECR

ECR ECR
ECR
ECR
ECR
Atherton HEU TransportaƟon Analysis
Figure 5
Existing Transit Services
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3. Trip Generation Estimates
This chapter describes the method by which project traffic is estimated. 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 project sites is estimated for the AM and PM peak hours. The trip distribution and trip assignment processes are described in Chapter 5.

Trip Generation
AM and PM peak hour trip generation rates resulting from new development are typically estimated using trip rates published in the Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 11th Edition. Trips that would be generated by the proposed multifamily housing were estimated using the ITE trip rates for “Low-Rise Multifamily Housing” (Land use 220). The trip generation is shown per housing development group in Table 5.

Since the locations of all vacant and ADU sites and SB 9 units are not yet known, the baseline intersection volumes were increased by a factor of 1.0% to represent these uses under project conditions. The factor was developed from the Countywide transportation demand model using the proportion of homes assumed to have ADUs and the percentage of home-based trips.

Internal Capture
The 1000 El Camino Real project site is located on the Menlo College property, the 50 Valparaiso Avenue site is located on the Menlo School property, and the 150 Valparaiso Avenue site is located on the Sacred Heart School property. It is anticipated that the housing proposed on the Menlo College property would be primarily for college faculty. Therefore, an internal capture rate of 50 percent was assumed for this development, i.e., a portion of the trips generated by the project will both begin and end within the development. The housing proposed on the Menlo School property may be occupied by school faculty at Menlo School or other schools in Atherton. Therefore, an internal capture of 20 percent was assumed for this development. The housing proposed on the Sacred Heart property would be occupied by faculty, and therefore, an internal capture of 50 percent was assumed for this development.

Net Project Trips
It is estimated that the proposed HEU would generate 4,594 new daily trips, including 319 net new trips (79 net new inbound and 240 net new outbound) during the AM peak hour and 424 net new trips (266 net new inbound and 158 net new outbound) during the PM peak hour (see Table 5).

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Table 5
Project Trip Generation Estimates
Land Use Rate1In Out Total Rate1In Out Total
Proposed
1000 ECR (Menlo College)1126 d.u. 6.74 849 0.40 12 38 50 0.51 40 24 64 Internal Capture (50%) (425) (6) (19) (25) (20) (12) (32) Net Project Trips 425 6 19 25 20 12 32
50 Valparaiso (Menlo School)145 d.u. 6.74 303 0.40 4 14 18 0.51 14 9 23 Internal Capture (20%) (61) (1) (3) (4) (3) (2) (5)
Net Project Trips 242 3 11 14 11 7 18
150 Valparaiso (Sacred Heart)120 d.u. 6.74 135 0.40 2 6 8 0.51 6 4 10 Internal Capture (50%) (68) (1) (3) (4) (3) (2) (5)
Net Project Trips 68 1 3 4 3 2 5
Multi-Family Opportunity Sites1
999 Ringwood Ave, 352, 318, and 296 Bay Rd 36 d.u. 6.74 243 0.40 3 11 14 0.51 11 7 18 175, 185, and 197 Ravenswood Ave 32 d.u. 6.74 216 0.40 3 10 13 0.51 10 6 16 Gilmore House 9 d.u. 6.74 61 0.40 1 3 4 0.51 3 2 5
Circus Club 5 d.u. 6.74 34 0.40 0 2 2 0.51 2 1 3
CA Water Service 3 d.u. 6.74 20 0.40 0 1 1 0.51 1 1 2
Multi-Family Opportunity Sites Subtotal 85 d.u. 574 7 27 34 27 17 44 23 Oakwood116 d.u. 6.74 108 0.40 1 5 6 0.51 5 3 8
ADUs, SB 9 units, Vacant Sites2337 d.u. 9.43 3,178 0.70 61 175 236 0.94 200 117 317 Proposed Total 629 d.u 4,594 79 240 319 266 158 424
Notes
d.u. = dwelling units
1 2 Trip generations rate for the proposed ADUs, SB 9 units, and vacant sites are based on the ITE's Trip Generation Manual, 11th Edition rates for Land Use Code 210 "Single-Family Detached Housing in General Urban/Suburban." Trip generations rate for the proposed Apartments and Condominiums are based on the ITE's Trip Generation Manual, 11th Edition rates for Land Use Code 220 "Multifamily Housing (Low-Rise) - Not Close to Rail Transit in General Urban/Suburban." PM Peak Hour
Size
Daily
Rate1
Daily
Trips
AM Peak Hour
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4. CEQA Transportation Analysis
This section describes the California Environmental Quality Act (CEQA) transportation analysis for the proposed project. The following describes the significance criteria used to identify impacts on the transportation system for the proposed HEU. A significant impact would occur if implementation of the HEU would:

1. Conflict with a program, plan, ordinance or policy addressing the circulation system, including transit, roadway, bicycle and pedestrian facilities.

2. Conflict or be inconsistent with CEQA Guidelines section 15064.3, subdivision (b).

3. Substantially increase hazards due to a geometric design feature (e.g., sharp curves or dangerous intersections) or incompatible uses (e.g., farm equipment).

4. Result in inadequate emergency access.
(1) Consistency With Program, Plan, Ordinance or Policy Addressing the Safety or Performance of the Circulation System (Criterion 1).

Implementation of the HEU would be subject to and implement General Plan policies applicable to transit, bicycle, and pedestrian facilities. Additionally, development projects under the HEU would be subject to all applicable Town guidelines, standards, and specifications related to transit, bicycle, or pedestrian facilities.

Specifically, any modifications or new transit, bicycle, and pedestrian facilities would be subject to and designed in accordance with all applicable General Plan policies. In particular, Circulation Element Policy CIR-3.1 supports the study and evaluation of providing dedicated bicycle and pedestrian facilities, and transit access improvements, along the length of El Camino Real within Atherton by repurposing a vehicle travel lane in one or both directions; Policy CIR-4.1 commits to creating and maintaining Complete Streets serving all users; Policy CIR-4.4 considers incorporating Complete Streets infrastructure in all appropriate projects and phases; Policy CIR-4.6 encourages the development and maintenance of bikeways in accordance with the adopted bicycle and pedestrian master plan; Policy CIR-4.7 encourages separating bicycles from vehicular traffic; Policy CIR-6.2 supports the continued operation and upgrading of passenger rail service operated over the Joint Powers Board right-of-way between Gilroy and San Francisco, and Policy CIR-8.1 requires implementing the Greenhouse Gas programs in the Atherton Climate Action Plan related to reduction of vehicle miles traveled and alternative modes of transportation.

The Town has also adopted a Bicycle/Pedestrian Plan (adopted July 2014) that establishes the Town’s vision for a network of bicycle and pedestrian facilities to encourage bicycling and walking as viable modes of travel around the Town. The Plan identifies specific improvement projects around the Town to Atherton HEU Transportation Analysis February 13, 2024
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improve the walking and bicycling environment. The plan proposes new or upgraded bicycle facilities and intersection improvements along major roads in the Town including El Camino Real, Alejandra Avenue, Watkins Avenue, Valparaiso Avenue, Middlefield Road, Alameda de las Pulgas, and Marsh Road. Furthermore, the plan recommends converting the westernmost southbound travel lane along El Camino Real to a Class I trail with landscaping and pedestrian crossing improvements, including prioritizing improvements to the Selby Lane/Fifth Avenue and Isabella/Watkins Avenue intersections, called the Grand Boulevard Greenway. The multifamily housing sites are proposed near El Camino Real.

The Town is served by three SamTrans bus routes (ECR, 296, 397). The multifamily housing sites are proposed near the bus route ECR.

Because implementation of the HEU would be subject to all applicable Town guidelines, standards, and specifications, the proposed HEU would not conflict with adopted policies, plans, or programs for transit, bicycle, or pedestrian facilities. Therefore, the HEU would result in a less-than-significant impact to transit, bicycle, and pedestrian facilities.

Mitigation Measure: None required.
(2) Vehicle Miles Traveled (Criterion 2)
Pursuant to SB 743, the California Natural Resources Agency finalized updates to the CEQA Guidelines in late 2018. The guidelines state that level of service will no longer be considered to be an environmental impact under CEQA and consider vehicle-miles-traveled (VMT) the most appropriate measure of transportation impact. VMT is defined as the total distance traveled by vehicles traveling to and from a land use over a typical day. Since the Town of Atherton has not formally adopted a VMT policy, the VMT analysis is based on the Governor’s Office of Planning and Research (OPR)’s guidelines.

Per OPR, a project’s VMT is compared to the appropriate 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.

VMT Thresholds of Significance
OPR’s VMT guidelines include screening criteria for evaluating a project’s VMT impact. Based on the guidelines, the following types of projects may be presumed to have a less than significant VMT impact:
• Small projects (i.e., fewer than 110 trips per day)
• Projects in low VMT areas*
• Projects near transit (i.e., within ½ mile walkshed of a major transit stop or along a high-quality transit corridor that has a fixed route bus service with service intervals no longer than 15 minutes during peak commute hours)
• 100 percent affordable residential development
*Note: To determine whether a project is located in a low VMT area, the C/CAG VMT Estimation Tool was used. This tool is based on model forecasts and has been developed by C/CAG to streamline the analysis for development projects located within the County.

For projects that cannot be screened out from the analysis based on the above criteria, consistent with OPR guidelines, 85 percent of the existing regional average daily VMT per resident was assumed as the VMT threshold of significance. Average VMT per resident for the project parcels was reported from C/CAG VMT Estimation Tool, and the project average VMT per resident was compared to the Bay Area Atherton HEU Transportation Analysis February 13, 2024
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regional average. As estimated by the C/CAG VMT Estimation Tool, the existing (2015) Bay Area average residential VMT is estimated at 14.6 daily VMT per resident. Therefore, the VMT threshold for this project is 12.4 daily VMT per resident.

VMT Analysis
Screened Projects
Per the OPR VMT screening criteria, the following projects can be screened from further VMT analysis:

Small Projects
The following projects are individually small and are expected to generate less than 110 daily trips (see Table 5). Therefore, their VMT impact would be less than significant as defined by OPR:
• ADUs, SB 9 units, Vacant Sites – 337 units
• 23 Oakwood Boulevard – 16 units
• 150 Valparaiso Avenue – 20 units
• Gilmore House – 9 units
• Circus Club – 5 units
• CA Water Service – 3 units
Projects Near Transit
The proposed multifamily developments at 1000 El Camino Real and 50 Valparaiso Avenue are located adjacent to El Camino Real, which is considered to be a high-quality transit corridor. In the vicinity of the project sites, SamTrans bus route ECR provides fixed route bus service with 15-minute headways during peak commute hours. Per OPR guidelines, project sites located within ½ mile walkshed of a high-quality transit corridor can be assumed to have a less than significant VMT impact.

It is important to note that if the project is designed to have a Floor Area Ratio (FAR) of less than 0.75, includes more parking for use by residents than required by the jurisdiction, is inconsistent with the applicable Sustainable Communities Strategy, or replaces affordable residential units with a smaller number of moderate- or high-income residential units, it would require further VMT analysis.

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

6. Tier 2: Multimodal infrastructure improvements that increase accessibility for transit users, bicyclists, and pedestrians. These improvements include:
o Increase bike access
o Improve connectivity by increasing intersection density o Increase transit accessibility
o Traffic calming measures beyond the project frontage
o Pedestrian network improvements beyond the project frontage

7. Tier 3: Parking measures that discourage personal motorized vehicle-trips. These improvements include:
o Limit parking supply
o Provide bike facilities

8. Tier 4: Transportation demand management (TDM) measures that provide incentives and services to encourage alternatives to personal motorized vehicle-trips. These measures for residential developments include:
o School pool programs
o Bike share programs
o Car share programs
o Subsidized transit program
o Unbundle parking costs from property costs
o Voluntary travel behavior change program
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. The project could implement Tier 1-4 mitigation measures and reduce its impact to less than significant. (3) Substantially Increase Hazards Due to a Geometric Design Feature or Incompatible Uses (Criterion 3)
Subsequent new residential development, and other future projects under the project, including any new roadway, bicycle, pedestrian, and transit infrastructure improvements would be designed according to the Town’s General Plan and other Town standards. Future projects would be subject to existing regulations that are aimed at reducing hazardous conditions with respect to circulation.

Additionally, future development resulting from the project would be concentrated on sites that are already developed where impacts related to incompatible traffic related land uses would not likely occur. Therefore, the project would result in a less-than-significant impact with respect to transportation hazards.
(4) Inadequate Emergency Access (Criterion 4)
Based on the proposed locations of new residential development in the Town, adequate emergency access exists; and when specific development projects occur, emergency access within the site must be evaluated. Furthermore, the Town maintains the roadway network that provides access to new development sites in accordance with industry design standards, which ensures that the physical network would be free of obstructions to emergency responders. The Town’s General Plan and other Town standards and regulations include policies that would ensure efficient circulation and adequate access in the Town, which would help facilitate emergency response. Emergency access to new development sites would be subject to review by the Town and responsible emergency service Atherton HEU Transportation Analysis February 13, 2024
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agencies, thus ensuring the projects would be designed to meet all emergency access and design standards. The Town also requires the preparation of construction management plans that minimize temporary obstruction of traffic during site construction.

Additional vehicles associated with new development sites could increase delays for emergency response vehicles during peak commute hours. However, emergency responders maintain response plans that include use of alternate routes, sirens, and other methods to bypass congestion and minimize response times. In addition, California law requires drivers to yield the right-of-way to emergency vehicles and remain stopped until the emergency vehicle passes to ensure the safe and timely passage of emergency vehicles.

Based on the above considerations, adequate emergency access would be provided to new development sites, and the impact would be less-than-significant.

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5. Local Transportation Analysis
This chapter describes the local transportation analysis (LTA) including intersection operations analysis for existing, existing plus project, cumulative, and cumulative plus project scenarios, and any adverse effects to intersection level of service caused by the project.

Intersection Operations Analysis
The intersection operations analysis is intended to quantify the operations of Atherton’s intersections and to identify potential negative effects due to the addition of project traffic. Information required for the intersection operations analysis related to project trip distribution, and trip assignment are presented in this section. The study intersections are evaluated based on the Town of Atherton’s intersection analysis methodology and standards in determining potential adverse operational effects due to the HEU, as described in Chapter 1.

Trip Distribution
As part of the project trip distribution, the directions to and from which the project trips would travel are estimated. The trip distribution patterns for the proposed multifamily units were estimated based on existing travel patterns on the surrounding roadway network that reflect typical weekday AM and PM peak commute patterns for each land use, the locations of complementary land uses, and freeway access points. The trip distribution patterns are shown on Figure 6. Although not shown on the figure, the proposed sites along Bay Road and Ringwood Avenue are assumed to be mostly accessed by US 101.

Trip Assignment
In the project trip assignment, the project trips are assigned to specific streets and intersections The peak-hour vehicle trips generated by the proposed multifamily units were assigned to the roadway network in accordance with the trip distribution patterns and the locations of project sites (see Figure 7).

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Intersection Lane Configurations and Traffic Volumes Under All Scenarios Existing Lane Configurations and Traffic Volumes
The existing lane configurations at the study intersections are shown on Figure 8.

Existing AM and PM traffic volumes at the study intersections were based on new traffic counts conducted in 2023 and new counts collected in 2022 as part of other transportation studies in the area (see Figure 9).

Intersection turning-movement counts used for this analysis are presented in Appendix B. The volume summary sheets with the existing counts are presented in Appendix C.

Existing Plus Project Lane Configurations and Traffic Volumes The intersection lane configurations under existing plus project conditions for all intersections are assumed to be the same as under existing conditions.

Project trips were added to existing traffic volumes to obtain existing plus project traffic volumes (see Figure 10).

Cumulative Lane Configurations and Traffic Volumes
The intersection lane configurations under cumulative conditions for all intersections are assumed to be the same as under existing conditions.

The Town’s adopted bicycle and pedestrian plan envisions a safer El Camino Real, including locations for crosswalk upgrades and the potential for a "Grand Boulevard Greenway" trail that can be implemented in phases over time. It recommends converting the westernmost southbound travel lane along El Camino Real to a Class I trail with landscaping and pedestrian crossing improvements.

However, since there is not an approved project or design for this corridor, these improvements were not assumed in the analysis.

The 2031 cumulative conditions traffic volumes were determined by interpolating 2015 forecasts and 2040 forecasts from the Countywide transportation demand model. The cumulative peak-hour intersection volumes are shown on Figure 11.

Cumulative Plus Project Lane Configurations and Traffic Volumes The intersection lane configurations under cumulative plus project conditions are assumed to be the same as under cumulative conditions.

Project trips were added to cumulative traffic volumes to obtain cumulative plus project traffic volumes (see Figure 12).

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Traffic Operations at Signalized Intersections
The results of the intersection level of service analysis are shown in Table 6. The detailed intersection level of service calculation sheets for all study scenarios are included in Appendix D.

Existing and Cumulative Conditions
Intersection levels of service were evaluated against the standards of the Town of Atherton. The results of the analysis show that all signalized study intersections are operating at acceptable levels of service during the AM and PM peak hours of traffic under existing conditions. Under cumulative conditions, most study intersections would continue to operate at an acceptable level of service. The intersection of Ravenswood Avenue and Middlefield Road would operate at an unacceptable LOS E during both peak hours under cumulative conditions.

Project Conditions
The results of the analysis show that the added project trips would not cause an adverse operational effect, as defined by Atherton, at any of the signalized study intersections.

Traffic Operations at Unsignalized Intersections
The study also evaluated four unsignalized intersections. The operation of each intersection is described below:

El Camino Real & Selby Lane Intersection
The El Camino Real and Selby Lane intersection is a two way stop controlled intersection with the stop control on the east and west approaches. During both peak hours, under existing, existing plus project, cumulative, and cumulative plus project scenarios, Selby Lane is estimated to experience long delays equivalent to LOS F. The peak-hour volume signal warrant analysis described below indicates that peak-hour volumes at the intersection would meet the peak-hour volume warrant under all scenarios, both with and without the project traffic.

Improvement:

Alameda de las Pulgas & Atherton Avenue Intersection
The Alameda de las Pulgas & Atherton Avenue intersection has four approaches and is stop controlled on all legs. Under existing, existing plus project, and cumulative conditions, during both peak hours, the intersection operates at an acceptable LOS D or better. Under cumulative plus project conditions, the intersection would operate with high delays equivalent to LOS E during the PM peak hour.

The peak-hour volume signal warrant analysis described below indicates that peak-hour volumes at the intersection would not meet the peak-hour volume warrant during the PM peak hour under the cumulative plus project scenario. Therefore, signalization is not recommended at this intersection.

Improvement:

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El Camino Real & Alejandra Avenue Intersection
The El Camino Real & Alejandra Avenue intersection has three approaches and is stop controlled on the Alejandra Avenue approach. In addition, there is storage for two vehicles to queue within the center median. During the AM peak hour, Alejandra Avenue is estimated to experience long delays equivalent to LOS E under all study scenarios. The added project trips would increase the delay for this approach.

The peak-hour volume signal warrant analysis described below indicates that peak-hour volumes at the intersection would not meet the peak-hour volume warrant under any scenario, with or without the project traffic, therefore signalization is not recommended. There are no other feasible improvements at this intersection.

Bay Road & Ringwood Avenue/Sonoma Avenue Intersection
The Bay Road & Ringwood Avenue/Sonoma Avenue intersection has five approaches and is stop controlled on all legs. Under the existing and existing plus project scenarios during both peak hours, the intersection operates at an acceptable LOS D or better. Under cumulative and cumulative plus project conditions, the intersection would operate with high delays equivalent to LOS E during the AM peak hour.

The peak-hour volume signal warrant analysis described below indicates that peak-hour volumes at the intersection would meet the peak-hour volume warrant under all scenarios, both with and without the project traffic, during the AM peak hour.

Improvement:

Peak-Hour Signal Warrant Analysis
In conjunction with the traffic operations analysis, a signal warrant analysis was performed to determine if the unsignalized intersections of El Camino Real & Selby Lane, Alameda de las Pulgas & Atherton Avenue, El Camino Real & Alejandra Avenue, and Bay Road & Ringwood Avenue/Sonoma Avenue would warrant traffic signals. These unsignalized study intersections were analyzed on the basis of the Peak-Hour Volume Signal Warrant, (Warrant #3 – Part B) described in the California Manual on Uniform Traffic Control Devices (MUTCD), 2014 Edition. This method provides an indication of whether 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 intersection level of service analysis and/or operational analysis such as evaluating vehicle queuing and delay. The results of the peak-hour signal warrant checks indicate the following:
• All peak-hour volumes at El Camino Real & Selby Lane would warrant signalization under all scenarios.

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• AM peak-hour volumes at Alameda de las Pulgas & Atherton Avenue would meet the signal warrant under cumulative and cumulative plus project scenarios. • All peak-hour volumes at El Camino Real & Alejandra Avenue would not meet the signal warrant under all scenarios.
• AM peak-hour volumes at Bay Road & Ringwood Avenue/Sonoma Avenue would meet the signal warrant under all scenarios.

The peak-hour signal warrant sheets are contained in Appendix E.

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Table 6
Intersection Level of Service Summary
# Control
Peak
Hour
Count
Date
avg. delay
(sec/veh) 1 LOS
avg. delay
(sec/veh) LOS
increase
in
avg. delay
avg.
delay LOS
avg.
delay LOS
increase
in
avg. delay
AM 5/16/2023 >50 F >50 F -- >50 F >50 F --
PM 5/16/2023 >50 F >50 F -- >50 F >50 F --
AM 5/16/2023 20.5 C 21.1 C 0.6 29.3 D 30.7 D 1.4
PM 5/16/2023 24.5 C 25.6 D 1.1 34.5 D 36.1 E 1.6
AM 5/16/2023 40.0 D 40.1 D 0.1 41.8 D 42.5 D 0.7
PM 5/16/2023 28.6 C 29.0 C 0.4 33.4 C 34.1 C 0.7
AM 5/16/2023 14.2 B 14.3 B 0.1 14.8 B 15.0 B 0.2
PM 5/16/2023 16.7 B 16.9 B 0.2 19.2 B 19.5 B 0.3
AM 5/16/2023 41.2 E 50.5 F 9.3 46.0 E 57.6 F 11.6
PM 5/16/2023 18.4 C 19.7 C 1.3 22.0 C 23.9 C 1.9
AM 3/2/2023 47.0 D 49.0 D 2.0 44.8 D 47.0 D 2.2
PM 3/2/2023 26.9 C 27.5 C 0.6 42.2 D 44.4 D 2.2
AM 3/2/2023 31.6 C 32.1 C 0.5 32.3 C 32.8 C 0.5
PM 3/2/2023 28.3 C 28.8 C 0.5 30.5 C 31.1 C 0.6
AM 5/24/2023 43.7 D 44.7 D 1.0 77.5 E 79.4 E 1.9
PM 5/24/2023 33.0 C 34.2 C 1.2 61.4 E 64.1 E 2.7
AM 12/8/2022 29.6 D 31.5 D 1.9 39.3 E 44.9 E 5.6
PM 12/8/2022 12.0 B 12.4 B 0.4 13.6 B 14.2 B 0.6
*
Bold indicates a substandard level of service
1 2
3 8
9 TWSC
AWSC
Signal
Signal
TWSC
Signal
Signal
Signal
AWSC
1 2
3 4
5 The stop-controlled movements face very high delays. Synchro software is unable to compute delay.

El Camino Real & Selby Lane1,3
Alameda de las Pulgas & Atherton
Ave1
El Camino Real & Fair Oaks Lane1
Middlefield Road & Marsh Road1
El Camino Real & Alejandra Ave1
El Camino Real & Encinal Ave2
El Camino Real & Valparaiso
Ave/Glenwood Ave2
Middlefield Road & Ravenswood
Ave2
Bay Road & Ringwood
Ave/Sonoma Ave2
For intersections shared with Atherton and Menlo Park, Vistro software and HCM 7th Edition methodology was used to calculate average delay and LOS.

For signalized and allway stop controlled intersections, level of service (LOS) is based on average delay. For the side-street stop controlled intersections, LOS is based on the average delay experienced by the worst movement.

For intersections wholly within Atherton, Synchro software and HCM 2000 methodology was used to calculate average delay and LOS. 6 7
Intersection
Cumulative Conditions
No Project Cumulative Plus Project
Existing Conditions
No Project Existing Plus Project
Atherton Housing Element Update
Transportation Analysis
Technical Appendices
February 13, 2024
Appendix A
VMT Analysis
C/CAG VMT Estimation Tool Report

Page 1 ends

Project Details
Timestamp of Analysis: February 12, 2024, 03:57:46 PM
Project Name: Atherton HEU - 175, 185, 195
Ravenswood Ave
Project Description: Atherton HEU
Project Location
jurisdiction:

Atherton
Inside a TPA?
Yes (Pass)
apn TAZ
061281060 1633
061281150 1633
061281050 1585
Analysis Details
Data Version: C/CAG Travel Model
Analysis Methodology: TAZ
Baseline Year: 2015
Project Land Use
Residential:

Single Family DU:

Multifamily DU: 32
Total DUs: 32
Non-Residential:

OKce xSF:

Local Serving Retail xSF:

Industrial xSF:

Residential Affordability (percent of all units):

E%tremely Low Income: 0 k
Very Low Income: 20 k
Low Income: 0 k
ParWing:

Motor Vehicle ParWing:

Bicycle ParWing:

C/CAG VMT Estimation Tool Report

Page 2 ends

Residential Vehicle Miles Traveled (VMT) Screening Results Land Use Type 1: Residential
VMT .ithout Project 1: Home-Based VMT per Resident
VMT Baseline Description 1: Bay Area Regional Average
VMT Baseline Value 1: 14J6
TAZ: 1585
VMT Threshold Description 1: -15k
Land Use 1 has been Pre-Screened by the Local &urisdiction: N/A .ithout Project .ith Project F Tier 1-3 VMT
Reductions
.ith Project F All VMT Reductions
Project Generated Vehicle Miles
Traveled (VMT) Rate
7J7 7J7 7J7
Low VMT Screening Analysis Yes (Pass) Yes (Pass) Yes (Pass) C/CAG VMT Estimation Tool Report

Page 3 ends

Residential Vehicle Miles Traveled (VMT) Screening Results Land Use Type 1: Residential
VMT .ithout Project 1: Home-Based VMT per Resident
VMT Baseline Description 1: Bay Area Regional Average
VMT Baseline Value 1: 14J6
TAZ: 1633
VMT Threshold Description 1: -15k
Land Use 1 has been Pre-Screened by the Local &urisdiction: N/A .ithout Project .ith Project F Tier 1-3 VMT
Reductions
.ith Project F All VMT Reductions
Project Generated Vehicle Miles
Traveled (VMT) Rate
10J4 10J4 10J4
Low VMT Screening Analysis Yes (Pass) Yes (Pass) Yes (Pass) C/CAG VMT Estimation Tool Report

Page 1 ends

Project Details
Timestamp of Analysis: February 12, 2024, 03:44:18 PM
Project Name: Atherton HEU - 999 Ringwood Ave, 352,
318, and 296 Bay Road
Project Description: Atherton HEU
Project Location
jurisdiction:

Atherton
Inside a TPA?
No (Fail)
apn TAZ 061091060 2039 061091070 2039
061091050 2039 061091080 2039
Analysis Details
Data Version: C/CAG Travel Model
Analysis Methodology: TAZ
Baseline Year: 2015
Project Land Use
Residential:

Single Family DU:

Multifamily DU: 36
Total DUs: 36
Non-Residential:

OKce xSF:

Local Serving Retail xSF:

Industrial xSF:

Residential Affordability (percent of all units):

E%tremely Low Income: 0 k
Very Low Income: 20 k
Low Income: 0 k
ParWing:

Motor Vehicle ParWing:

Bicycle ParWing:

C/CAG VMT Estimation Tool Report

Page 2 ends

Residential Vehicle Miles Traveled (VMT) Screening Results Land Use Type 1: Residential
VMT .ithout Project 1: Home-Based VMT per Resident
VMT Baseline Description 1: Bay Area Regional Average
VMT Baseline Value 1: 14J6
VMT Threshold Description 1: -15k
Land Use 1 has been Pre-Screened by the Local &urisdiction: N/A .ithout Project .ith Project F Tier 1-3 VMT
Reductions
.ith Project F All VMT Reductions
Project Generated Vehicle Miles
Traveled (VMT) Rate
13 13 13
Low VMT Screening Analysis No (Fail) No (Fail) No (Fail) Appendix B
Traffic Counts

SELBY LN SELBY LN EL CAMINO REAL EL CAMINO REAL
(303) 216-2439
www.alltrafficdata.net
Location: 1 EL CAMINO REAL & SELBY LN AM
Date: Tuesday, May 16, 2023
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
2,156 1,146
22 29
2,219 1,314
270
368

0.97 N
S
W E

0.87 0.79

0.91 0.90
(3,697) (1,854)
(34)
(54)
(573)
(388)
(3,783) (2,145) 1702319
20 1
1 267
0 3
0 0 1,944
7197 1,1046

SELBY LN SELBY LN EL CAMINO REAL

EL CAMINO REAL
3 5
0 0 N
S
W E 2 3
0 0
0 3 0 0
5 0
00 1
0 0
0 0
20 0
0 0
1 0 N
S
W E
2 3
0 0 0 1
0 0
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 2 31 109 0 6 187 0 1 1 0 0 0 364 0 3 0 1 16 3 0 8 2,658 7:15 AM 2 31 132 6 4 330 0 3 1 0 1 0 538 2 6 0 1 13 2 2 11 3,250 7:30 AM 1 39 187 3 5 480 0 2 0 0 0 0 785 3 1 0 1 39 4 1 24 3,673 7:45 AM 2 42 223 6 7 564 0 0 0 0 0 0 971 0 0 0 2 63 6 2 56 3,762 8:00 AM 1 69 270 1 6 470 0 0 0 0 0 0 956 0 4 0 0 60 7 1 71 3,606 8:15 AM 1 54 311 5 3 476 0 1 0 0 0 1 961 0 0 0 1 74 2 2 31 8:30 AM 3 32 300 7 7 434 0 2 0 0 1 0 874 0 1 0 0 70 5 1 12 8:45 AM 6 47 240 12 4 447 0 2 0 0 0 0 815 0 2 0 0 40 2 1 14 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 4 0 0 5 0 0 0 0 0 0 0 0 0 0 0 9
Lights 196 1,074 5 21 1,896 169 0 0 7 19 2 0 267 1 1 19 3,677 Mediums 1 26 1 2 43 1 0 0 0 0 1 0 0 0 0 1 76
Total 0 0 7 19 3 0 267 1 1 20 197 1,104 6 23 1,944 170 3,762

ATHERTON AVE ATHERTON AVE ALAMEDA DE LAS PULGAS ALAMEDA DE LAS PULGAS (303) 216-2439
www.alltrafficdata.net
Location: 2 ALAMEDA DE LAS PULGAS & ATHERTON AVE AM
Date: Tuesday, May 16, 2023
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: 08:30 AM - 08:45 AM
745 466
383
443
632 397
52 36

0.95 N
S
W E

0.84 0.95

0.84 0.81
(1,247) (715)
(574)
(627)
(59)
(73)
(1,133) (640)
90 313
175
17 191
18 23
11 0
0 423
010280 107

ATHERTON AVE ATHERTON AVE ALAMEDA DE LAS PULGAS

ALAMEDA DE LAS PULGAS
0 1
0 0 N
S
W E 0 1
0 0
0 0 0 0
0 1221
0 0
0 3 0
60 0
0 0
0 0 N
S
W E
0 0
0 0 0 0
0 0
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 0 31 0 23 62 0 1 1 0 15 3 160 0 0 0 0 1 10 13 0 1,027 7:15 AM 0 2 25 0 25 80 0 1 1 0 29 2 196 0 0 1 0 2 13 14 2 1,282 7:30 AM 0 1 47 0 33 115 0 3 3 0 45 3 292 1 0 0 0 2 18 18 4 1,453 7:45 AM 0 0 60 0 75 120 0 3 1 0 58 4 379 0 0 0 0 4 31 20 3 1,577 8:00 AM 0 1 61 0 115 105 0 1 9 0 43 5 415 0 1 0 0 6 40 28 1 1,507 8:15 AM 0 3 71 0 69 75 0 2 10 0 49 3 367 0 0 0 0 1 49 31 4 8:30 AM 0 6 88 0 54 123 0 5 3 0 41 5 416 0 0 0 0 7 55 28 1 8:45 AM 0 2 72 0 32 124 0 0 3 0 23 2 309 0 2 1 0 3 28 18 2 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
Lights 10 274 106 308 415 7 0 0 0 0 10 22 17 189 16 174 1,548 Mediums 0 6 1 4 8 2 0 0 0 0 1 1 1 2 1 1 28
Total 0 0 0 0 11 23 18 191 17 175 10 280 107 313 423 9 1,577

FAIR OAKS LN FAIR OAKS LN EL CAMINO REAL EL CAMINO REAL (303) 216-2439
www.alltrafficdata.net
Location: 3 EL CAMINO REAL & FAIR OAKS LN AM
Date: Tuesday, May 16, 2023
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
1,787 870
323
135
1,759 811
284
441

0.93 N
S
W E

0.95 0.94

0.91 0.89
(3,161) (1,395)
(525)
(229)
(770)
(434)
(3,032) (1,306) 178159
70 146
107
103
63 118
0 0 1,549
0117 681 13

FAIR OAKS LN FAIR OAKS LN EL CAMINO REAL

EL CAMINO REAL
0 1
0 0 N
S
W E 0 1
0 0
0 0 0 0
0 0
60 0
0 0
0 0
30 0
0 0
1 0 N
S
W E
0 0
0 0 0 0
0 0
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 8 69 0 4 146 0 8 11 0 7 9 308 0 0 0 0 8 14 3 21 2,252 7:15 AM 0 6 95 0 5 268 0 8 8 0 8 32 496 0 0 0 0 6 9 6 45 2,756 7:30 AM 0 19 111 0 13 389 0 10 7 0 8 44 689 0 1 0 0 18 15 2 53 3,125 7:45 AM 0 18 117 0 9 416 0 22 10 0 24 49 759 0 0 0 0 23 13 1 57 3,205 8:00 AM 0 35 179 1 14 371 0 23 21 0 31 37 812 0 1 0 0 39 18 2 41 3,174 8:15 AM 0 39 190 0 23 417 0 39 8 0 30 33 865 0 0 0 0 21 16 4 45 8:30 AM 0 25 195 0 13 345 0 34 24 0 22 27 769 0 0 0 0 20 23 6 35 8:45 AM 0 27 147 0 15 380 0 22 18 0 9 30 728 0 0 0 0 26 17 2 35 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 2 0 0 3 0 0 0 0 0 0 0 1 0 0 0 6
Lights 115 657 12 59 1,517 172 0 0 0 1 116 63 102 107 144 67 3,132 Mediums 2 22 1 0 29 6 0 0 0 0 2 0 0 0 2 3 67
Total 0 0 0 1 118 63 103 107 146 70 117 681 13 59 1,549 178 3,205

MARSH RD MARSH RD MIDDLEFIELD RD MIDDLEFIELD RD
(303) 216-2439
www.alltrafficdata.net
Location: 4 MIDDLEFIELD RD & MARSH RD AM
Date: Tuesday, May 16, 2023
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: 08:30 AM - 08:45 AM
562 463
721
712
782 674
0 0

0.96 N
S
W E

0.97 0.88

0.84 0.00
(976) (832)
(1,490)
(1,226)
()
()
(1,458) (1,050)
00 255
246
0 475
0 0
0 0
0 307
00217 457 MARSH RD MARSH RD MIDDLEFIELD RD

MIDDLEFIELD RD
0 9
0 0 N
S
W E 3 6
0 0
0 0 0 0
0 0390
1 0
0 3 014
3 0
0 0
0 1 N
S
W E
0 0
0 0 0 1
1 0
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 0 8 0 53 24 0 0 0 0 105 0 310 0 0 0 0 0 59 61 0 1,559 7:15 AM 0 0 16 0 52 38 0 0 0 0 108 0 349 0 0 0 0 0 82 53 0 1,720 7:30 AM 0 0 22 0 60 53 0 0 0 0 147 0 431 0 0 0 0 0 75 74 0 1,876 7:45 AM 0 0 38 0 44 80 0 0 0 0 140 0 469 0 1 0 0 0 65 102 0 1,957 8:00 AM 0 0 63 0 63 83 0 0 0 0 97 0 471 0 1 0 0 0 56 109 0 1,957 8:15 AM 0 0 51 0 67 78 0 0 0 0 135 0 505 0 3 0 0 0 64 110 0 8:30 AM 0 0 65 0 81 66 0 0 0 0 103 0 512 0 4 0 0 0 61 136 0 8:45 AM 0 0 50 0 69 65 0 0 0 0 136 0 469 0 2 0 0 0 57 92 0 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 2
Lights 0 213 447 252 301 0 0 0 0 0 0 0 0 455 0 235 1,903 Mediums 0 4 9 3 6 0 0 0 0 0 0 0 0 19 0 11 52
Total 0 0 0 0 0 0 0 475 0 246 0 217 457 255 307 0 1,957

ALEJANDRA AVE ALEJANDRA AVE EL CAMINO REAL EL CAMINO REAL (303) 216-2439
www.alltrafficdata.net
Location: 5 EL CAMINO REAL & ALEJANDRA AVE AM
Date: Tuesday, May 16, 2023
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
1,808 937
0 0
1,698 977
123
273

0.90 N
S
W E

0.93 0.00

0.95 0.53
(3,070) (1,493)
()
()
(360)
(150)
(2,918) (1,551) 1950
0 0
0 0
76 0
47 0
0 1,613
9788900

ALEJANDRA AVE ALEJANDRA AVE EL CAMINO REAL

EL CAMINO REAL
0 8
4 0 N
S
W E 4 4
2 2
0 0 0 0
0 2
30 3
0 0
0 0
30 4
0 0
0 2 N
S
W E
0 0
4 0 3 0
2 0
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 1 5 88 0 0 158 0 1 0 0 0 0 268 0 5 1 0 1 0 0 14 1,880 7:15 AM 5 2 118 0 0 255 0 2 0 0 0 0 395 1 1 2 0 1 0 0 12 2,395 7:30 AM 2 7 132 0 0 371 0 5 0 0 0 0 546 1 2 0 0 6 0 0 23 2,810 7:45 AM 3 7 173 0 0 436 0 3 0 0 0 0 671 0 2 1 0 5 0 0 44 2,908 8:00 AM 2 21 242 0 0 440 0 6 0 0 0 0 783 0 2 2 0 14 0 0 58 2,891 8:15 AM 0 39 224 0 0 410 0 20 0 0 0 0 810 0 2 0 0 39 0 0 78 8:30 AM 4 11 251 0 0 327 0 18 0 0 0 0 644 0 2 1 0 18 0 0 15 8:45 AM 4 6 204 0 0 411 0 6 0 0 0 0 654 0 5 0 0 5 0 0 18 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 2 0 0 5 0 0 0 0 0 0 0 0 0 0 0 7
Lights 78 864 0 0 1,579 194 0 0 9 0 46 0 75 0 0 0 2,845 Mediums 0 24 0 0 29 1 0 0 0 0 1 0 1 0 0 0 56
Total 0 0 9 0 47 0 76 0 0 0 78 890 0 0 1,613 195 2,908
File Name : 24AM FINAL
Site Code : 00000024
Start Date : 3/2/2023
Page No : 1
Groups Printed- Vehicles

EL CAMINO REAL
Southbound

ENCINAL AVE
Westbound

EL CAMINO REAL
Northbound

DRIVEWAY
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 3 170 5 0 178 8 1 12 4 25 7 89 4 0 100 0 2 0 0 2 305 07:15 AM 2 242 12 4 260 17 0 12 0 29 12 103 2 0 117 0 1 1 0 2 408 07:30 AM 4 300 25 0 329 19 0 20 0 39 26 150 4 0 180 1 2 0 0 3 551 07:45 AM 12 373 44 1 430 41 1 27 0 69 30 162 2 0 194 0 10 0 1 11 704 Total 21 1085 86 5 1197 85 2 71 4 162 75 504 12 0 591 1 15 1 1 18 1968 08:00 AM 7 362 37 2 408 71 3 44 1 119 31 205 6 0 242 5 2 0 0 7 776 08:15 AM 3 377 31 2 413 49 3 28 0 80 24 249 5 0 278 0 2 2 1 5 776 08:30 AM 4 354 35 2 395 27 3 18 1 49 41 212 6 0 259 3 2 2 1 8 711 08:45 AM 6 357 36 3 402 21 2 21 1 45 30 215 9 0 254 1 1 0 0 2 703 Total 20 1450 139 9 1618 168 11 111 3 293 126 881 26 0 1033 9 7 4 2 22 2966 09:00 AM 4 274 21 2 301 26 4 16 2 48 24 184 11 0 219 0 1 2 0 3 571 09:15 AM 9 267 15 1 292 27 12 19 0 58 22 191 13 0 226 1 2 2 0 5 581 09:30 AM 16 243 15 0 274 15 7 24 4 50 14 193 14 0 221 1 1 4 0 6 551 09:45 AM 1 260 17 0 278 21 4 24 1 50 9 199 5 0 213 4 0 2 1 7 548 Total 30 1044 68 3 1145 89 27 83 7 206 69 767 43 0 879 6 4 10 1 21 2251 Grand Total 71 3579 293 17 3960 342 40 265 14 661 270 2152 81 0 2503 16 26 15 4 61 7185 Apprch % 1.8 90.4 7.4 0.4 51.7 6.1 40.1 2.1 10.8 86 3.2 0 26.2 42.6 24.6 6.6 Total % 1 49.8 4.1 0.2 55.1 4.8 0.6 3.7 0.2 9.2 3.8 30 1.1 0 34.8 0.2 0.4 0.2 0.1 0.8

EL CAMINO REAL
Southbound

ENCINAL AVE
Westbound

EL CAMINO REAL
Northbound

DRIVEWAY
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 07:00 AM to 09:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 12 373 44 429 41 1 27 69 30 162 2 194 0 10 0 10 702 08:00 AM 7 362 37 406 71 3 44 118 31 205 6 242 5 2 0 7 773 08:15 AM 3 377 31 411 49 3 28 80 24 249 5 278 0 2 2 4 773 08:30 AM 4 354 35 393 27 3 18 48 41 212 6 259 3 2 2 7 707 Total Volume 26 1466 147 1639 188 10 117 315 126 828 19 973 8 16 4 28 2955 % App. Total 1.6 89.4 9 59.7 3.2 37.1 12.9 85.1 2 28.6 57.1 14.3 PHF .542 .972 .835 .955 .662 .833 .665 .667 .768 .831 .792 .875 .400 .400 .500 .700 .956 Traffic Data Service
San Jose, CA
(408) 622-4787
[email protected]
File Name : 24AM FINAL
Site Code : 00000024
Start Date : 3/2/2023
Page No : 2

EL CAMINO REAL

DRIVEWAY

ENCINAL AVE

EL CAMINO REAL
Right
26 Thru
1466
Left
147
Out In Total
1020 1639 2659
Right
188
Thru
10 Left
117
Out Total In
289 315 604
Left
19 Thru
828
Right
126
Out In Total
1591 973 2564
Left
4 Thru
16 Right
8 Total Out In
55 28 83
Peak Hour Begins at 07:45 AM
Vehicles
Peak Hour Data
North
Traffic Data Service
San Jose, CA
(408) 622-4787
[email protected]
File Name : 25AM FINAL
Site Code : 00000025
Start Date : 3/2/2023
Page No : 1
Groups Printed- Vehicles

EL CAMINO REAL
Southbound

GLENWOOD AVE
Westbound

EL CAMINO REAL
Northbound

VALPARAISO AVE
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 21 135 2 2 160 1 16 4 2 23 4 68 8 1 81 4 9 26 0 39 303 07:15 AM 36 192 8 0 236 2 25 7 3 37 6 100 16 3 125 24 16 30 0 70 468 07:30 AM 51 188 9 0 248 9 34 9 3 55 6 122 19 1 148 11 13 37 0 61 512 07:45 AM 55 256 24 1 336 10 61 7 2 80 8 138 21 5 172 14 24 50 0 88 676 Total 163 771 43 3 980 22 136 27 10 195 24 428 64 10 526 53 62 143 0 258 1959 08:00 AM 46 257 32 13 348 7 62 10 4 83 14 181 21 0 216 16 44 59 0 119 766 08:15 AM 49 278 13 1 341 10 62 22 3 97 6 197 44 5 252 23 42 48 1 114 804 08:30 AM 38 223 23 3 287 11 62 12 2 87 10 169 31 1 211 26 20 81 0 127 712 08:45 AM 66 257 21 0 344 9 32 5 2 48 7 186 15 0 208 26 26 55 0 107 707 Total 199 1015 89 17 1320 37 218 49 11 315 37 733 111 6 887 91 132 243 1 467 2989 09:00 AM 55 225 9 1 290 10 33 10 5 58 5 183 13 6 207 11 27 36 0 74 629 09:15 AM 43 216 10 3 272 7 32 5 4 48 17 185 20 3 225 15 15 44 0 74 619 09:30 AM 38 185 17 0 240 8 19 16 5 48 6 166 25 1 198 13 22 43 0 78 564 09:45 AM 47 202 10 0 259 10 28 8 0 46 11 170 16 2 199 18 21 42 0 81 585 Total 183 828 46 4 1061 35 112 39 14 200 39 704 74 12 829 57 85 165 0 307 2397 Grand Total 545 2614 178 24 3361 94 466 115 35 710 100 1865 249 28 2242 201 279 551 1 1032 7345 Apprch % 16.2 77.8 5.3 0.7 13.2 65.6 16.2 4.9 4.5 83.2 11.1 1.2 19.5 27 53.4 0.1 Total % 7.4 35.6 2.4 0.3 45.8 1.3 6.3 1.6 0.5 9.7 1.4 25.4 3.4 0.4 30.5 2.7 3.8 7.5 0 14.1

EL CAMINO REAL
Southbound

GLENWOOD AVE
Westbound

EL CAMINO REAL
Northbound

VALPARAISO AVE
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 07:00 AM to 09:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 46 257 32 335 7 62 10 79 14 181 21 216 16 44 59 119 749 08:15 AM 49 278 13 340 10 62 22 94 6 197 44 247 23 42 48 113 794 08:30 AM 38 223 23 284 11 62 12 85 10 169 31 210 26 20 81 127 706 08:45 AM 66 257 21 344 9 32 5 46 7 186 15 208 26 26 55 107 705 Total Volume 199 1015 89 1303 37 218 49 304 37 733 111 881 91 132 243 466 2954 % App. Total 15.3 77.9 6.8 12.2 71.7 16.1 4.2 83.2 12.6 19.5 28.3 52.1 PHF .754 .913 .695 .947 .841 .879 .557 .809 .661 .930 .631 .892 .875 .750 .750 .917 .930 Traffic Data Service
San Jose, CA
(408) 622-4787
[email protected]
File Name : 25AM FINAL
Site Code : 00000025
Start Date : 3/2/2023
Page No : 2

EL CAMINO REAL

VALPARAISO AVE

GLENWOOD AVE

EL CAMINO REAL
Right
199
Thru
1015
Left
89 Out In Total
1013 1303 2316
Right
37 Thru
218
Left
49 Out Total In
258 304 562
Left
111
Thru
733
Right
37 Out In Total
1155 881 2036
Left
243
Thru
132
Right
91 Total Out In
528 466 994
Peak Hour Begins at 08:00 AM
Vehicles
Peak Hour Data
North
Traffic Data Service
San Jose, CA
(408) 622-4787
[email protected]
File Name : 14AM FINAL
Site Code : 00000014
Start Date : 12/8/2022
Page No : 1
Groups Printed- Vehicles

MIDDLEFIELD RD
Southbound Westbound

MIDDLEFIELD RD
Northbound

RAVENSWOOD AVE
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:00 AM 8 32 0 0 40 0 0 0 0 0 0 51 51 0 102 26 0 12 0 38 180 07:15 AM 13 34 0 0 47 0 0 0 0 0 0 61 76 0 137 29 0 4 1 34 218 07:30 AM 20 53 0 0 73 0 0 0 0 0 0 100 67 3 170 40 0 11 1 52 295 07:45 AM 11 70 0 0 81 0 0 0 0 0 0 128 97 6 231 74 0 25 3 102 414 Total 52 189 0 0 241 0 0 0 0 0 0 340 291 9 640 169 0 52 5 226 1107 08:00 AM 14 53 0 0 67 0 0 0 0 0 0 125 92 9 226 113 0 14 0 127 420 08:15 AM 23 57 0 0 80 0 0 0 0 0 0 84 81 32 197 124 0 44 3 171 448 08:30 AM 29 71 0 0 100 0 0 0 0 0 0 85 74 5 164 75 0 20 5 100 364 08:45 AM 6 39 0 0 45 0 0 0 0 0 0 48 62 5 115 36 0 16 5 57 217 Total 72 220 0 0 292 0 0 0 0 0 0 342 309 51 702 348 0 94 13 455 1449 09:00 AM 9 51 0 0 60 0 0 0 0 0 0 47 59 0 106 44 0 7 3 54 220 09:15 AM 18 67 0 0 85 0 0 0 0 0 0 45 52 1 98 71 0 12 0 83 266 09:30 AM 16 39 0 0 55 0 0 0 0 0 0 50 67 2 119 43 0 20 0 63 237 09:45 AM 11 40 0 0 51 0 0 0 0 0 0 62 91 1 154 26 0 12 1 39 244 Total 54 197 0 0 251 0 0 0 0 0 0 204 269 4 477 184 0 51 4 239 967 Grand Total 178 606 0 0 784 0 0 0 0 0 0 886 869 64 1819 701 0 197 22 920 3523 Apprch % 22.7 77.3 0 0 0 0 0 0 0 48.7 47.8 3.5 76.2 0 21.4 2.4 Total % 5.1 17.2 0 0 22.3 0 0 0 0 0 0 25.1 24.7 1.8 51.6 19.9 0 5.6 0.6 26.1

MIDDLEFIELD RD
Southbound Westbound

MIDDLEFIELD RD
Northbound

RAVENSWOOD AVE
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 07:00 AM to 09:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 11 70 0 81 0 0 0 0 0 128 97 225 74 0 25 99 405 08:00 AM 14 53 0 67 0 0 0 0 0 125 92 217 113 0 14 127 411 08:15 AM 23 57 0 80 0 0 0 0 0 84 81 165 124 0 44 168 413 08:30 AM 29 71 0 100 0 0 0 0 0 85 74 159 75 0 20 95 354 Total Volume 77 251 0 328 0 0 0 0 0 422 344 766 386 0 103 489 1583 % App. Total 23.5 76.5 0 0 0 0 0 55.1 44.9 78.9 0 21.1
PHF .664 .884 .000 .820 .000 .000 .000 .000 .000 .824 .887 .851 .778 .000 .585 .728 .958

TRAFFIC DATA SERVICE
6280 San Ignacio Ave Suite C
San Jose, CA 95119
[email protected]
File Name : 14AM FINAL
Site Code : 00000014
Start Date : 12/8/2022
Page No : 2

MIDDLEFIELD RD

RAVENSWOOD AVE

MIDDLEFIELD RD
Right
77 Thru
251
Left
0 Out In Total
525 328 853
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
344
Thru
422
Right
0 Out In Total
637 766 1403
Left
103
Thru
0 Right
386
Total Out In
421 489 910
Peak Hour Begins at 07:45 AM
Vehicles
Peak Hour Data
North

TRAFFIC DATA SERVICE
6280 San Ignacio Ave Suite C
San Jose, CA 95119
[email protected]
File Name : 71AM FINAL
Site Code : 00000071
Start Date : 12/8/2022
Page No : 1
Groups Printed- Vehicles
BAY RD
Southbound

SONOMA AVE
Southwestbound

RINGWOOD AVE
Westbound
BAY RD
Northbound

RINGWOOD AVE
Eastbound
Start Time Right Thru Left Hard
Left
Peds App. Total
Hard
Right
Bear
Right
Bear
Left
Hard
Left
Peds App. Total
Hard
Right
Right Thru Left Peds App. Total Right Bear
Right
Thru Left Peds App. Total Right Thru Bear
Left
Left Peds App. Total Int. Total
07:00 AM 22 12 1 0 7 42 0 1 2 0 3 6 0 1 0 0 3 4 0 0 10 32 0 42 2 0 2 7 0 11 105 07:15 AM 22 14 0 0 0 36 0 3 1 0 0 4 0 0 3 1 0 4 1 0 15 61 1 78 14 2 0 10 0 26 148 07:30 AM 42 23 1 0 9 75 0 3 0 0 5 8 0 0 5 0 6 11 0 0 7 91 0 98 19 0 0 8 0 27 219 07:45 AM 70 29 1 1 14 115 0 7 0 0 10 17 0 1 22 2 6 31 0 0 8 96 2 106 30 2 0 18 0 50 319 Total 156 78 3 1 30 268 0 14 3 0 18 35 0 2 30 3 15 50 1 0 40 280 3 324 65 4 2 43 0 114 791 08:00 AM 67 32 3 1 12 115 1 16 0 0 5 22 0 0 38 3 4 45 0 0 14 86 1 101 46 3 0 34 0 83 366 08:15 AM 47 41 0 2 8 98 3 5 6 0 5 19 0 1 6 0 1 8 2 0 16 80 2 100 70 7 5 33 0 115 340 08:30 AM 35 45 2 0 3 85 1 5 1 0 6 13 0 1 2 0 8 11 1 0 22 62 0 85 70 3 2 37 0 112 306 08:45 AM 33 57 1 0 3 94 1 4 3 0 4 12 0 0 0 0 4 4 0 0 12 55 3 70 24 0 6 21 0 51 231 Total 182 175 6 3 26 392 6 30 10 0 20 66 0 2 46 3 17 68 3 0 64 283 6 356 210 13 13 125 0 361 1243 09:00 AM 29 28 0 2 4 63 0 6 1 0 6 13 0 1 2 0 2 5 1 1 14 42 2 60 21 0 2 20 0 43 184 09:15 AM 20 28 0 0 2 50 0 2 3 0 2 7 0 0 0 1 1 2 1 0 14 31 0 46 15 4 1 18 0 38 143 09:30 AM 23 16 0 0 3 42 0 2 1 0 2 5 0 0 0 0 2 2 1 0 21 35 0 57 19 1 0 13 0 33 139 09:45 AM 14 9 0 0 0 23 0 3 1 0 3 7 0 1 0 0 2 3 1 0 15 29 0 45 17 1 3 12 0 33 111 Total 86 81 0 2 9 178 0 13 6 0 13 32 0 2 2 1 7 12 4 1 64 137 2 208 72 6 6 63 0 147 577 Grand Total 424 334 9 6 65 838 6 57 19 0 51 133 0 6 78 7 39 130 8 1 168 700 11 888 347 23 21 231 0 622 2611 Apprch % 50.6 39.9 1.1 0.7 7.8 4.5 42.9 14.3 0 38.3 0 4.6 60 5.4 30 0.9 0.1 18.9 78.8 1.2 55.8 3.7 3.4 37.1 0 Total % 16.2 12.8 0.3 0.2 2.5 32.1 0.2 2.2 0.7 0 2 5.1 0 0.2 3 0.3 1.5 5 0.3 0 6.4 26.8 0.4 34 13.3 0.9 0.8 8.8 0 23.8

TRAFFIC DATA SERVICE
6280 San Ignacio Ave Suite C
San Jose, CA 95119
[email protected]
File Name : 71AM FINAL
Site Code : 00000071
Start Date : 12/8/2022
Page No : 2
BAY RD
Southbound

SONOMA AVE
Southwestbound

RINGWOOD AVE
Westbound
BAY RD
Northbound

RINGWOOD AVE
Eastbound
Start Time Right Thru Left Hard Left App. Total Hard Right Bear Right Bear Left Hard Left App. Total Hard Right Right Thru Left App. Total Right Bear Right Thru Left App. Total Right Thru Bear Left Left App. Total Int. Total Peak Hour Analysis From 07:00 AM to 09:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 70 29 1 1 101 0 7 0 0 7 0 1 22 2 25 0 0 8 96 104 30 2 0 18 50 287 08:00 AM 67 32 3 1 103 1 16 0 0 17 0 0 38 3 41 0 0 14 86 100 46 3 0 34 83 344 08:15 AM 47 41 0 2 90 3 5 6 0 14 0 1 6 0 7 2 0 16 80 98 70 7 5 33 115 324 08:30 AM 35 45 2 0 82 1 5 1 0 7 0 1 2 0 3 1 0 22 62 85 70 3 2 37 112 289 Total Volume 219 147 6 4 376 5 33 7 0 45 0 3 68 5 76 3 0 60 324 387 216 15 7 122 360 1244 % App. Total 58.2 39.1 1.6 1.1 11.1 73.3 15.6 0 0 3.9 89.5 6.6 0.8 0 15.5 83.7 60 4.2 1.9 33.9 PHF .782 .817 .500 .500 .913 .417 .516 .292 .000 .662 .000 .750 .447 .417 .463 .375 .000 .682 .844 .930 .771 .536 .350 .824 .783 .904

TRAFFIC DATA SERVICE
6280 San Ignacio Ave Suite C
San Jose, CA 95119
[email protected]
File Name : 71AM FINAL
Site Code : 00000071
Start Date : 12/8/2022
Page No : 3

BAY RD SONOMA AVE

RINGWOOD AVE

RINGWOOD AVE
BAY RD
Right
219
Thru
147
Left
6 Hard
Left
4 Out In Total
190 376 566
Hard
Right
5 Bear
Right
33 Bear
Left
7 Hard
Left
0 Out
11 In
45 Total
56 Right
Hard
0 Right
3 Thru
68 Left
5 Out Total In
24 76 100
Left
324
Thru
60 Bear
Right
0 Right
3 Out In Total
375 387 762
Left
122
Bear
Left
7 Thru
15 Right
216
Total Out In
644 360 1004
Peak Hour Begins at 07:45 AM
Vehicles
Peak Hour Data
North

TRAFFIC DATA SERVICE
6280 San Ignacio Ave Suite C
San Jose, CA 95119
[email protected]

SELBY LN SELBY LN EL CAMINO REAL EL CAMINO REAL
(303) 216-2439
www.alltrafficdata.net
Location: 1 EL CAMINO REAL & SELBY LN PM
Date: Tuesday, May 16, 2023
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: 04:00 PM - 05:00 PM
Peak 15-Minutes: 04:00 PM - 04:15 PM
1,293 1,812
29 34
1,400 1,987
204
267

0.99 N
S
W E

0.98 0.60

0.96 0.90
(2,586) (3,529)
(49)
(78)
(540)
(401)
(2,761) (3,872) 502633
27 2
0 197
0 7
0 0 1,184 19215 1,745
8 SELBY LN SELBY LN EL CAMINO REAL

EL CAMINO REAL
4 5
0 0 N
S
W E 4 1
0 0
2 2 0 0
2 0
10 7
1 0
0 0
50 0
0 0
0 1 N
S
W E
0 2
0 0 5 2
1 0
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 6 45 437 4 6 320 0 1 0 0 0 1 890 0 0 0 1 54 4 3 9 3,513 4:15 PM 8 54 429 11 4 274 0 0 0 0 0 1 859 0 1 0 1 54 11 2 11 3,503 4:30 PM 2 53 464 10 9 285 0 1 0 0 0 0 888 0 0 0 2 42 4 1 17 3,499 4:45 PM 3 63 415 8 7 305 0 5 0 0 0 0 876 0 4 0 0 47 8 2 13 3,458 5:00 PM 3 51 429 6 11 301 0 2 0 0 0 0 880 0 1 0 0 55 3 2 17 3,395 5:15 PM 2 49 419 5 6 298 0 5 0 0 0 0 855 0 9 0 0 43 6 2 20 5:30 PM 4 55 413 9 8 286 0 1 0 0 0 0 847 1 0 0 0 44 7 3 17 5:45 PM 2 51 394 10 6 280 0 4 0 0 0 0 813 0 4 0 1 43 4 6 13 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 2
Lights 214 1,724 8 26 1,169 50 0 0 19 33 7 0 196 0 2 27 3,475 Mediums 1 20 0 0 14 0 0 0 0 0 0 0 1 0 0 0 36
Total 0 0 19 33 7 0 197 0 2 27 215 1,745 8 26 1,184 50 3,513

ATHERTON AVE ATHERTON AVE ALAMEDA DE LAS PULGAS ALAMEDA DE LAS PULGAS (303) 216-2439
www.alltrafficdata.net
Location: 2 ALAMEDA DE LAS PULGAS & ATHERTON AVE PM
Date: Tuesday, May 16, 2023
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: 04:30 PM - 05:30 PM
Peak 15-Minutes: 04:30 PM - 04:45 PM
413 765
379
190
436 605
21 27

0.96 N
S
W E

0.87 0.94

0.92 0.83
(856) (1,447)
(689)
(383)
(51)
(59)
(906) (1,183) 10082
263
11 105
10 4
7 0
0 321
06495 104

ATHERTON AVE ATHERTON AVE ALAMEDA DE LAS PULGAS

ALAMEDA DE LAS PULGAS
0 1
0 2 N
S
W E 1 0
0 0
0 0 1 1
0 0
70 0
0 0
1 013
0 0
0 1
0 0 N
S
W E
0 0
0 0 0 0
0 0
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 1 113 0 20 84 0 0 2 0 35 5 338 0 0 0 0 5 43 29 1 1,406 4:15 PM 0 3 130 0 22 84 0 3 5 0 27 2 364 2 0 1 0 5 61 21 1 1,417 4:30 PM 0 1 123 0 20 77 0 1 0 0 24 4 369 1 1 0 0 1 73 41 4 1,418 4:45 PM 0 3 113 0 26 87 0 2 1 0 25 2 335 0 0 0 0 1 49 22 4 1,396 5:00 PM 0 1 122 0 18 78 0 0 0 0 35 2 349 0 0 0 0 5 64 22 2 1,381 5:15 PM 0 1 137 0 18 79 0 4 3 0 21 3 365 1 0 0 0 3 77 19 0 5:30 PM 0 2 120 0 24 101 0 6 0 0 19 2 347 2 0 0 0 3 43 26 1 5:45 PM 0 3 108 0 22 81 0 4 0 0 21 1 320 1 0 0 0 5 51 22 2 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights 6 494 102 82 320 10 0 0 0 0 7 4 10 105 11 260 1,411 Mediums 0 1 2 0 1 0 0 0 0 0 0 0 0 0 0 3 7
Total 0 0 0 0 7 4 10 105 11 263 6 495 104 82 321 10 1,418

FAIR OAKS LN FAIR OAKS LN EL CAMINO REAL EL CAMINO REAL (303) 216-2439
www.alltrafficdata.net
Location: 3 EL CAMINO REAL & FAIR OAKS LN PM
Date: Tuesday, May 16, 2023
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: 04:00 PM - 05:00 PM
Peak 15-Minutes: 04:00 PM - 04:15 PM
991 1,535
162
170
997 1,502
304
257

0.91 N
S
W E

0.80 0.87

0.91 0.89
(1,964) (2,986)
(316)
(313)
(490)
(518)
(1,960) (2,951) 66252
44 63
55 70
86 148
0 0 871
1128 1,341 32

FAIR OAKS LN FAIR OAKS LN EL CAMINO REAL

EL CAMINO REAL
1 1
0 0 N
S
W E 0 1
0 0
1 0 0 0
0 0
10 3
0 3
0 0
30 0
0 0
0 2 N
S
W E
0 0
0 0 0 3
2 0
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 30 345 0 18 265 0 34 23 0 17 12 815 0 1 0 0 22 13 10 26 2,959 4:15 PM 0 36 304 0 3 182 0 43 26 0 11 23 674 0 0 0 0 16 13 5 12 2,861 4:30 PM 0 31 374 0 16 230 0 33 24 0 9 11 782 0 0 0 0 17 13 9 15 2,870 4:45 PM 1 31 318 2 15 194 0 38 13 0 18 17 688 0 0 0 1 15 5 8 13 2,811 5:00 PM 0 38 318 0 17 213 0 23 20 0 13 14 717 0 0 0 0 11 16 12 22 2,790 5:15 PM 0 19 318 1 8 217 0 34 13 0 8 13 683 0 0 0 1 12 18 7 15 5:30 PM 0 22 338 0 9 234 0 23 13 0 12 20 723 0 0 0 0 14 9 12 17 5:45 PM 0 27 325 0 6 201 0 20 13 0 10 13 667 1 0 0 1 18 8 13 13 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1
Lights 127 1,329 30 52 864 65 0 0 1 2 144 85 70 55 63 43 2,930 Mediums 1 12 2 0 6 1 0 0 0 0 4 1 0 0 0 1 28
Total 0 0 1 2 148 86 70 55 63 44 128 1,341 32 52 871 66 2,959

MARSH RD MARSH RD MIDDLEFIELD RD MIDDLEFIELD RD
(303) 216-2439
www.alltrafficdata.net
Location: 4 MIDDLEFIELD RD & MARSH RD PM
Date: Tuesday, May 16, 2023
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: 04:45 PM - 05:45 PM
Peak 15-Minutes: 05:15 PM - 05:30 PM
516 606
773
861
631 809
0 0

0.93 N
S
W E

0.89 0.91

0.93 0.00
(1,042) (1,201)
(1,432)
(1,751)
()
()
(1,197) (1,675)
00 321
337
0 436
0 0
0 0
0 195
00269 540 MARSH RD MARSH RD MIDDLEFIELD RD

MIDDLEFIELD RD
0 5
0 0 N
S
W E 3 2
0 0
0 0 0 0
0 0
90 0
0 0
0 015
2 0
0 0
0 0 N
S
W E
0 0
0 0 0 0
0 0
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 0 85 0 91 60 0 0 0 0 101 0 555 0 4 0 0 0 72 146 0 2,093 4:15 PM 0 0 69 0 72 59 0 0 0 0 74 0 525 0 1 0 0 0 85 166 0 2,059 4:30 PM 0 0 74 0 95 39 0 0 0 0 82 0 489 0 1 0 0 0 69 130 0 2,097 4:45 PM 0 0 74 0 83 40 0 0 0 0 116 0 524 0 1 0 0 0 80 131 0 2,098 5:00 PM 0 0 63 0 87 40 0 0 0 0 104 0 521 0 0 0 0 0 72 155 0 2,056 5:15 PM 0 0 69 0 79 64 0 0 0 0 106 0 563 0 2 0 0 0 106 139 0 5:30 PM 0 0 63 0 72 51 0 0 0 0 110 0 490 0 2 0 0 0 79 115 0 5:45 PM 0 0 69 0 63 47 0 0 0 0 104 0 482 0 2 0 0 0 72 127 0 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights 0 264 532 320 191 0 0 0 0 0 0 0 0 432 0 337 2,076 Mediums 0 5 8 1 4 0 0 0 0 0 0 0 0 4 0 0 22
Total 0 0 0 0 0 0 0 436 0 337 0 269 540 321 195 0 2,098

ALEJANDRA AVE ALEJANDRA AVE EL CAMINO REAL EL CAMINO REAL (303) 216-2439
www.alltrafficdata.net
Location: 5 EL CAMINO REAL & ALEJANDRA AVE PM
Date: Tuesday, May 16, 2023
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: 04:00 PM - 05:00 PM
Peak 15-Minutes: 04:00 PM - 04:15 PM
1,005 1,611
0 0
1,028 1,580
119
65 0.94
N
S
W E

0.93 0.00

1.00 0.78
(1,961) (3,212)
()
()
(118)
(214)
(2,014) (3,169) 360
1 0
0 0
49 0
70 0
0 968 11291,540
0 ALEJANDRA AVE ALEJANDRA AVE EL CAMINO REAL

EL CAMINO REAL
0 6
2 0 N
S
W E 5 1
0 2
0 0 0 0
0 0
00 2
0 0
0 0
40 0
2 0
0 0 N
S
W E
0 0
0 0 1 1
0 0
0 0 0
0 Left Thru Right Total
Interval Eastbound
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 2 7 408 0 0 254 0 23 0 0 0 0 722 0 1 0 0 12 0 0 16 2,704 4:15 PM 3 9 360 0 0 248 0 20 0 0 0 0 666 0 0 0 0 18 0 0 8 2,652 4:30 PM 1 6 386 0 0 223 0 8 0 0 0 0 646 0 5 0 0 13 0 0 9 2,638 4:45 PM 5 7 386 1 0 243 0 19 0 0 0 0 670 0 0 2 0 6 0 0 3 2,689 5:00 PM 4 9 388 1 0 226 0 18 0 0 0 0 670 0 2 0 0 14 0 0 10 2,640 5:15 PM 7 4 390 0 0 225 0 12 0 0 0 0 652 0 1 2 0 11 0 0 3 5:30 PM 4 4 389 0 0 271 0 9 0 0 0 0 697 0 1 1 0 8 0 0 12 5:45 PM 1 8 381 0 0 205 0 13 0 0 0 0 621 0 3 1 0 10 0 0 3 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Lights 29 1,523 0 0 961 36 0 0 11 1 70 0 49 0 0 0 2,680 Mediums 0 17 0 0 7 0 0 0 0 0 0 0 0 0 0 0 24
Total 0 0 11 1 70 0 49 0 0 0 29 1,540 0 0 968 36 2,704
File Name : 24PM FINAL
Site Code : 00000024
Start Date : 3/2/2023
Page No : 1
Groups Printed- Vehicles

EL CAMINO REAL
Southbound

ENCINAL AVE
Westbound

EL CAMINO REAL
Northbound

DRIVEWAY
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 8 242 26 2 278 41 1 29 3 74 33 312 11 0 356 3 3 4 1 11 719 04:15 PM 2 215 19 1 237 27 1 27 5 60 31 341 6 0 378 3 2 6 1 12 687 04:30 PM 2 207 15 2 226 48 1 20 1 70 34 375 9 0 418 5 4 5 0 14 728 04:45 PM 4 244 22 3 273 39 2 28 6 75 27 387 12 0 426 11 3 5 1 20 794 Total 16 908 82 8 1014 155 5 104 15 279 125 1415 38 0 1578 22 12 20 3 57 2928 05:00 PM 2 223 26 4 255 44 0 29 2 75 26 334 7 0 367 16 7 5 0 28 725 05:15 PM 2 249 31 3 285 42 0 36 6 84 31 346 8 0 385 6 2 2 0 10 764 05:30 PM 2 233 24 0 259 63 1 22 2 88 28 353 2 0 383 0 1 4 0 5 735 05:45 PM 1 239 21 3 264 27 1 35 3 66 28 353 3 0 384 3 1 2 0 6 720 Total 7 944 102 10 1063 176 2 122 13 313 113 1386 20 0 1519 25 11 13 0 49 2944 06:00 PM 1 228 12 1 242 41 3 31 4 79 20 344 7 0 371 1 1 2 0 4 696 06:15 PM 2 224 11 3 240 28 0 21 0 49 15 321 3 0 339 1 1 3 0 5 633 06:30 PM 3 196 14 2 215 21 0 20 0 41 13 318 1 0 332 3 1 2 0 6 594 06:45 PM 2 185 10 4 201 19 1 20 3 43 14 262 4 0 280 2 1 4 0 7 531 Total 8 833 47 10 898 109 4 92 7 212 62 1245 15 0 1322 7 4 11 0 22 2454 Grand Total 31 2685 231 28 2975 440 11 318 35 804 300 4046 73 0 4419 54 27 44 3 128 8326 Apprch % 1 90.3 7.8 0.9 54.7 1.4 39.6 4.4 6.8 91.6 1.7 0 42.2 21.1 34.4 2.3 Total % 0.4 32.2 2.8 0.3 35.7 5.3 0.1 3.8 0.4 9.7 3.6 48.6 0.9 0 53.1 0.6 0.3 0.5 0 1.5

EL CAMINO REAL
Southbound

ENCINAL AVE
Westbound

EL CAMINO REAL
Northbound

DRIVEWAY
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 04:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 4 244 22 270 39 2 28 69 27 387 12 426 11 3 5 19 784 05:00 PM 2 223 26 251 44 0 29 73 26 334 7 367 16 7 5 28 719 05:15 PM 2 249 31 282 42 0 36 78 31 346 8 385 6 2 2 10 755 05:30 PM 2 233 24 259 63 1 22 86 28 353 2 383 0 1 4 5 733 Total Volume 10 949 103 1062 188 3 115 306 112 1420 29 1561 33 13 16 62 2991 % App. Total 0.9 89.4 9.7 61.4 1 37.6 7.2 91 1.9 53.2 21 25.8 PHF .625 .953 .831 .941 .746 .375 .799 .890 .903 .917 .604 .916 .516 .464 .800 .554 .954 Traffic Data Service
San Jose, CA
(408) 622-4787
[email protected]
File Name : 24PM FINAL
Site Code : 00000024
Start Date : 3/2/2023
Page No : 2

EL CAMINO REAL

DRIVEWAY

ENCINAL AVE

EL CAMINO REAL
Right
10 Thru
949
Left
103
Out In Total
1624 1062 2686
Right
188
Thru
3 Left
115
Out Total In
228 306 534
Left
29 Thru
1420
Right
112
Out In Total
1097 1561 2658
Left
16 Thru
13 Right
33 Total Out In
42 62 104
Peak Hour Begins at 04:45 PM
Vehicles
Peak Hour Data
North
Traffic Data Service
San Jose, CA
(408) 622-4787
[email protected]
File Name : 25PM FINAL
Site Code : 00000025
Start Date : 3/2/2023
Page No : 1
Groups Printed- Vehicles

EL CAMINO REAL
Southbound

GLENWOOD AVE
Westbound

EL CAMINO REAL
Northbound

VALPARAISO AVE
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 27 226 14 0 267 5 48 10 5 68 8 316 28 2 354 14 29 53 1 97 786 04:15 PM 22 195 12 3 232 12 37 8 5 62 14 311 23 4 352 20 43 60 1 124 770 04:30 PM 24 189 11 1 225 5 26 8 7 46 16 323 26 4 369 13 40 81 0 134 774 04:45 PM 43 210 9 2 264 8 55 7 6 76 12 353 34 1 400 29 29 61 2 121 861 Total 116 820 46 6 988 30 166 33 23 252 50 1303 111 11 1475 76 141 255 4 476 3191 05:00 PM 24 199 6 1 230 13 50 11 4 78 11 293 34 1 339 25 30 71 0 126 773 05:15 PM 26 218 15 1 260 15 28 7 5 55 11 345 17 0 373 20 40 63 0 123 811 05:30 PM 26 200 8 1 235 7 47 12 2 68 14 346 35 3 398 25 35 50 0 110 811 05:45 PM 25 210 15 1 251 10 47 11 6 74 16 322 28 0 366 25 40 53 0 118 809 Total 101 827 44 4 976 45 172 41 17 275 52 1306 114 4 1476 95 145 237 0 477 3204 06:00 PM 31 208 16 2 257 6 34 7 2 49 10 318 21 0 349 19 27 48 0 94 749 06:15 PM 43 186 5 3 237 8 36 5 4 53 12 293 19 2 326 20 25 46 0 91 707 06:30 PM 33 162 6 0 201 11 30 11 1 53 12 250 31 0 293 16 16 32 0 64 611 06:45 PM 36 164 5 1 206 11 26 6 5 48 11 255 18 0 284 16 21 21 0 58 596 Total 143 720 32 6 901 36 126 29 12 203 45 1116 89 2 1252 71 89 147 0 307 2663 Grand Total 360 2367 122 16 2865 111 464 103 52 730 147 3725 314 17 4203 242 375 639 4 1260 9058 Apprch % 12.6 82.6 4.3 0.6 15.2 63.6 14.1 7.1 3.5 88.6 7.5 0.4 19.2 29.8 50.7 0.3 Total % 4 26.1 1.3 0.2 31.6 1.2 5.1 1.1 0.6 8.1 1.6 41.1 3.5 0.2 46.4 2.7 4.1 7.1 0 13.9

EL CAMINO REAL
Southbound

GLENWOOD AVE
Westbound

EL CAMINO REAL
Northbound

VALPARAISO AVE
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 04:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 43 210 9 262 8 55 7 70 12 353 34 399 29 29 61 119 850 05:00 PM 24 199 6 229 13 50 11 74 11 293 34 338 25 30 71 126 767 05:15 PM 26 218 15 259 15 28 7 50 11 345 17 373 20 40 63 123 805 05:30 PM 26 200 8 234 7 47 12 66 14 346 35 395 25 35 50 110 805 Total Volume 119 827 38 984 43 180 37 260 48 1337 120 1505 99 134 245 478 3227 % App. Total 12.1 84 3.9 16.5 69.2 14.2 3.2 88.8 8 20.7 28 51.3 PHF .692 .948 .633 .939 .717 .818 .771 .878 .857 .947 .857 .943 .853 .838 .863 .948 .949 Traffic Data Service
San Jose, CA
(408) 622-4787
[email protected]
File Name : 25PM FINAL
Site Code : 00000025
Start Date : 3/2/2023
Page No : 2

EL CAMINO REAL

VALPARAISO AVE

GLENWOOD AVE

EL CAMINO REAL
Right
119
Thru
827
Left
38 Out In Total
1625 984 2609
Right
43 Thru
180
Left
37 Out Total In
220 260 480
Left
120
Thru
1337
Right
48 Out In Total
963 1505 2468
Left
245
Thru
134
Right
99 Total Out In
419 478 897
Peak Hour Begins at 04:45 PM
Vehicles
Peak Hour Data
North
Traffic Data Service
San Jose, CA
(408) 622-4787
[email protected]
File Name : 14PM FINAL
Site Code : 00000014
Start Date : 12/8/2022
Page No : 1
Groups Printed- Vehicles

MIDDLEFIELD RD
Southbound Westbound

MIDDLEFIELD RD
Northbound

RAVENSWOOD AVE
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 02:00 PM 9 50 0 0 59 0 0 0 0 0 0 51 52 2 105 84 0 25 0 109 273 02:15 PM 16 43 0 0 59 0 0 0 0 0 0 47 58 80 185 21 0 9 8 38 282 02:30 PM 10 50 0 0 60 0 0 0 0 0 0 48 56 18 122 47 0 21 2 70 252 02:45 PM 7 32 0 0 39 0 0 0 0 0 0 85 52 2 139 102 0 25 4 131 309 Total 42 175 0 0 217 0 0 0 0 0 0 231 218 102 551 254 0 80 14 348 1116 03:00 PM 16 81 0 0 97 0 0 0 0 0 0 95 60 4 159 107 0 36 0 143 399 03:15 PM 11 57 0 0 68 0 0 0 0 0 0 81 70 8 159 90 0 38 1 129 356 03:30 PM 15 66 0 0 81 0 0 0 0 0 0 82 82 8 172 92 0 27 4 123 376 03:45 PM 17 48 0 0 65 0 0 0 0 0 0 88 59 3 150 94 0 36 0 130 345 Total 59 252 0 0 311 0 0 0 0 0 0 346 271 23 640 383 0 137 5 525 1476 04:00 PM 23 83 0 0 106 0 0 0 0 0 0 94 58 5 157 96 0 30 0 126 389 04:15 PM 16 86 0 0 102 0 0 0 0 0 0 96 85 2 183 103 0 20 1 124 409 04:30 PM 15 92 0 0 107 0 0 0 0 0 0 100 66 3 169 135 0 27 2 164 440 04:45 PM 16 86 0 0 102 0 0 0 0 0 0 101 75 2 178 126 0 26 0 152 432 Total 70 347 0 0 417 0 0 0 0 0 0 391 284 12 687 460 0 103 3 566 1670 05:00 PM 20 59 0 0 79 0 0 0 0 0 0 110 70 0 180 111 0 37 0 148 407 05:15 PM 15 90 0 0 105 0 0 0 0 0 0 127 76 0 203 118 0 43 0 161 469 05:30 PM 21 90 0 0 111 0 0 0 0 0 0 120 79 0 199 114 0 42 0 156 466 05:45 PM 16 70 0 0 86 0 0 0 0 0 0 111 103 3 217 111 0 27 1 139 442 Total 72 309 0 0 381 0 0 0 0 0 0 468 328 3 799 454 0 149 1 604 1784 06:00 PM 18 81 0 0 99 0 0 0 0 0 0 83 73 1 157 110 0 36 0 146 402 06:15 PM 12 90 0 0 102 0 0 0 0 0 0 68 54 2 124 100 0 24 0 124 350 06:30 PM 16 76 0 0 92 0 0 0 0 0 0 66 61 0 127 75 0 21 0 96 315 06:45 PM 8 36 0 0 44 0 0 0 0 0 0 77 76 1 154 76 0 24 0 100 298 Total 54 283 0 0 337 0 0 0 0 0 0 294 264 4 562 361 0 105 0 466 1365 Grand Total 297 1366 0 0 1663 0 0 0 0 0 0 1730 1365 144 3239 1912 0 574 23 2509 7411 Apprch % 17.9 82.1 0 0 0 0 0 0 0 53.4 42.1 4.4 76.2 0 22.9 0.9 Total % 4 18.4 0 0 22.4 0 0 0 0 0 0 23.3 18.4 1.9 43.7 25.8 0 7.7 0.3 33.9

MIDDLEFIELD RD
Southbound Westbound

MIDDLEFIELD RD
Northbound

RAVENSWOOD AVE
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 02:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 20 59 0 79 0 0 0 0 0 110 70 180 111 0 37 148 407 05:15 PM 15 90 0 105 0 0 0 0 0 127 76 203 118 0 43 161 469 05:30 PM 21 90 0 111 0 0 0 0 0 120 79 199 114 0 42 156 466 05:45 PM 16 70 0 86 0 0 0 0 0 111 103 214 111 0 27 138 438 Total Volume 72 309 0 381 0 0 0 0 0 468 328 796 454 0 149 603 1780 % App. Total 18.9 81.1 0 0 0 0 0 58.8 41.2 75.3 0 24.7
PHF .857 .858 .000 .858 .000 .000 .000 .000 .000 .921 .796 .930 .962 .000 .866 .936 .949

TRAFFIC DATA SERVICE
6280 San Ignacio Ave Suite C
San Jose, CA 95119
[email protected]
File Name : 14PM FINAL
Site Code : 00000014
Start Date : 12/8/2022
Page No : 2

MIDDLEFIELD RD

RAVENSWOOD AVE

MIDDLEFIELD RD
Right
72 Thru
309
Left
0 Out In Total
617 381 998
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
328
Thru
468
Right
0 Out In Total
763 796 1559
Left
149
Thru
0 Right
454
Total Out In
400 603 1003
Peak Hour Begins at 05:00 PM
Vehicles
Peak Hour Data
North

TRAFFIC DATA SERVICE
6280 San Ignacio Ave Suite C
San Jose, CA 95119
[email protected]
File Name : 71PM FINAL
Site Code : 00000071
Start Date : 12/8/2022
Page No : 1
Groups Printed- Vehicles
BAY RD
Southbound

SONOMA AVE
Southwestbound

RINGWOOD AVE
Westbound
BAY RD
Northbound

RINGWOOD AVE
Eastbound
Start Time Right Thru Left Hard
Left
Peds App. Total
Hard
Right
Bear
Right
Bear
Left
Hard
Left
Peds App. Total
Hard
Right
Right Thru Left Peds App. Total Right Bear
Right
Thru Left Peds App. Total Right Thru Bear
Left
Left Peds App. Total Int. Total
04:00 PM 27 40 1 0 1 69 1 3 2 0 1 7 0 1 2 0 0 3 1 1 14 25 0 41 50 1 7 39 1 98 218 04:15 PM 34 24 1 1 1 61 3 4 1 0 1 9 0 2 0 0 1 3 1 2 18 23 1 45 51 3 4 28 0 86 204 04:30 PM 17 24 0 0 7 48 1 2 3 0 4 10 0 0 1 0 2 3 1 0 15 21 0 37 70 0 5 27 0 102 200 04:45 PM 14 22 0 1 1 38 0 1 2 0 1 4 0 1 1 0 1 3 0 0 16 36 0 52 46 2 11 30 1 90 187 Total 92 110 2 2 10 216 5 10 8 0 7 30 0 4 4 0 4 12 3 3 63 105 1 175 217 6 27 124 2 376 809 05:00 PM 36 28 0 0 2 66 0 3 0 0 0 3 0 0 2 1 0 3 0 1 18 28 1 48 62 4 3 26 0 95 215 05:15 PM 34 14 1 1 0 50 1 2 2 0 0 5 0 0 0 0 0 0 2 1 15 40 1 59 61 3 5 36 1 106 220 05:30 PM 18 15 0 0 1 34 3 3 1 0 0 7 0 0 2 1 0 3 1 1 20 40 0 62 55 6 5 27 0 93 199 05:45 PM 27 13 0 0 0 40 2 7 0 0 0 9 0 0 4 1 0 5 0 2 20 24 0 46 41 4 6 34 0 85 185 Total 115 70 1 1 3 190 6 15 3 0 0 24 0 0 8 3 0 11 3 5 73 132 2 215 219 17 19 123 1 379 819 06:00 PM 16 14 1 0 0 31 1 2 1 1 0 5 0 0 0 0 0 0 0 0 22 11 0 33 24 1 4 15 0 44 113 06:15 PM 26 10 1 0 0 37 0 1 1 0 1 3 0 0 2 2 1 5 0 1 13 21 0 35 24 4 3 22 0 53 133 06:30 PM 19 17 0 0 0 36 0 1 0 0 0 1 0 1 1 1 0 3 0 0 16 13 0 29 25 3 4 23 0 55 124 06:45 PM 21 13 0 0 0 34 1 4 0 0 0 5 0 2 1 0 0 3 1 1 14 20 0 36 26 1 0 34 0 61 139 Total 82 54 2 0 0 138 2 8 2 1 1 14 0 3 4 3 1 11 1 2 65 65 0 133 99 9 11 94 0 213 509 Grand Total 289 234 5 3 13 544 13 33 13 1 8 68 0 7 16 6 5 34 7 10 201 302 3 523 535 32 57 341 3 968 2137 Apprch % 53.1 43 0.9 0.6 2.4 19.1 48.5 19.1 1.5 11.8 0 20.6 47.1 17.6 14.7 1.3 1.9 38.4 57.7 0.6 55.3 3.3 5.9 35.2 0.3 Total % 13.5 10.9 0.2 0.1 0.6 25.5 0.6 1.5 0.6 0 0.4 3.2 0 0.3 0.7 0.3 0.2 1.6 0.3 0.5 9.4 14.1 0.1 24.5 25 1.5 2.7 16 0.1 45.3

TRAFFIC DATA SERVICE
6280 San Ignacio Ave Suite C
San Jose, CA 95119
[email protected]
File Name : 71PM FINAL
Site Code : 00000071
Start Date : 12/8/2022
Page No : 2
BAY RD
Southbound

SONOMA AVE
Southwestbound

RINGWOOD AVE
Westbound
BAY RD
Northbound

RINGWOOD AVE
Eastbound
Start Time Right Thru Left Hard Left App. Total Hard Right Bear Right Bear Left Hard Left App. Total Hard Right Right Thru Left App. Total Right Bear Right Thru Left App. Total Right Thru Bear Left Left App. Total Int. Total Peak Hour Analysis From 04:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 36 28 0 0 64 0 3 0 0 3 0 0 2 1 3 0 1 18 28 47 62 4 3 26 95 212 05:15 PM 34 14 1 1 50 1 2 2 0 5 0 0 0 0 0 2 1 15 40 58 61 3 5 36 105 218 05:30 PM 18 15 0 0 33 3 3 1 0 7 0 0 2 1 3 1 1 20 40 62 55 6 5 27 93 198 05:45 PM 27 13 0 0 40 2 7 0 0 9 0 0 4 1 5 0 2 20 24 46 41 4 6 34 85 185 Total Volume 115 70 1 1 187 6 15 3 0 24 0 0 8 3 11 3 5 73 132 213 219 17 19 123 378 813 % App. Total 61.5 37.4 0.5 0.5 25 62.5 12.5 0 0 0 72.7 27.3 1.4 2.3 34.3 62 57.9 4.5 5 32.5 PHF .799 .625 .250 .250 .730 .500 .536 .375 .000 .667 .000 .000 .500 .750 .550 .375 .625 .913 .825 .859 .883 .708 .792 .854 .900 .932

TRAFFIC DATA SERVICE
6280 San Ignacio Ave Suite C
San Jose, CA 95119
[email protected]
File Name : 71PM FINAL
Site Code : 00000071
Start Date : 12/8/2022
Page No : 3

BAY RD SONOMA AVE

RINGWOOD AVE

RINGWOOD AVE
BAY RD
Right
115
Thru
70 Left
1 Hard
Left
1 Out In Total
202 187 389
Hard
Right
6 Bear
Right
15 Bear
Left
3 Hard
Left
0 Out
25 In
24 Total
49 Right
Hard
0 Right
0 Thru
8 Left
3 Out Total In
21 11 32
Left
132
Thru
73 Bear
Right
5 Right
3 Out In Total
295 213 508
Left
123
Bear
Left
19 Thru
17 Right
219
Total Out In
270 378 648
Peak Hour Begins at 05:00 PM
Vehicles
Peak Hour Data
North

TRAFFIC DATA SERVICE
6280 San Ignacio Ave Suite C
San Jose, CA 95119
[email protected]
Appendix C
Traffic Volumes
Intersection Number: 1
Synchro Node Number: 1
Intersection Name: El Camino Real and Selby Ln
Peak Hour: AM Date of Analysis:

Count Date:

Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 170 1944 42 20 1 1 6 1104 204 267 0 3 3762 Proposed Project Trips 2 27 0 0 0 0 0 37 3 5 0 2 76
Existing + Project Conditions 172 1971 42 20 1 1 6 1141 207 272 0 5 3838 0 Cumulative Conditions 170 1952 42 20 1 1 6 1395 288 267 0 17 4159 0 Cumulative + Project Conditions 172 1979 42 20 1 1 6 1432 291 272 0 19 4235 Intersection Number: 2
Synchro Node Number: 2
Intersection Name: Alameda de las Pulgas and Atherton Ave Peak Hour: AM Date of Analysis:

Count Date:

Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 9 423 313 175 17 191 107 280 10 18 23 11 1577 Proposed Project Trips 0 4 3 2 0 2 1 4 0 0 0 0 16
Existing + Project Conditions 9 427 316 177 17 193 108 284 10 18 23 11 1593 0 Cumulative Conditions 9 429 313 175 20 198 110 355 11 22 23 17 1682 0 Cumulative + Project Conditions 9 433 316 177 20 200 111 359 11 22 23 17 1698 Intersection Number: 3
Synchro Node Number: 3
Intersection Name: El Camino Real and Fair Oaks Ln
Peak Hour: AM Date of Analysis:

Count Date:

Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 178 1549 60 70 146 107 13 681 117 103 63 118 3205 Proposed Project Trips 2 25 1 1 2 1 0 34 1 1 1 1 70
Existing + Project Conditions 180 1574 61 71 148 108 13 715 118 104 64 119 3275 0 Cumulative Conditions 178 1551 75 73 151 114 15 961 119 119 86 118 3560 0 Cumulative + Project Conditions 180 1576 76 74 153 115 15 995 120 120 87 119 3630 05/16/23
06/01/23
05/16/23
06/01/23
05/16/23
06/01/23
Hexagon Transportation Consultants, Inc.
9/29/2023
AM
CEQA Clearance Document - Volume Spreadsheet 2023-09-27 Intersection Number: 4
Synchro Node Number: 4
Intersection Name: Middlefield Rd and Marsh Rd
Peak Hour: AM Date of Analysis:

Count Date:

Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 0 307 255 246 0 475 457 217 0 0 0 0 1957 Proposed Project Trips 0 3 3 4 0 5 5 3 0 0 0 0 23
Existing + Project Conditions 0 310 258 250 0 480 462 220 0 0 0 0 1980 0 Cumulative Conditions 0 326 255 388 0 475 474 270 0 0 0 0 2188 0 Cumulative + Project Conditions 0 329 258 392 0 480 479 273 0 0 0 0 2211 Intersection Number: 5
Synchro Node Number: 5
Intersection Name: El Camino Real and Alejandra Ave
Peak Hour: AM Date of Analysis:

Count Date:

Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 195 1613 0 0 0 0 0 890 87 76 0 47 2908 Proposed Project Trips 5 23 0 0 0 0 0 24 4 11 0 9 76
Existing + Project Conditions 200 1636 0 0 0 0 0 914 91 87 0 56 2984 0 Cumulative Conditions 195 1657 0 0 0 0 0 1149 87 76 0 47 3211 0 Cumulative + Project Conditions 200 1680 0 0 0 0 0 1173 91 87 0 56 3287 Intersection Number: 6
Synchro Node Number: 6
Intersection Name: El Camino Real and Encinal Ave
Peak Hour: AM Date of Analysis:

Count Date:

Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 26 1466 147 188 10 117 126 828 19 8 16 4 2955 Proposed Project Trips 0 30 2 3 0 3 2 24 0 0 0 0 64
Existing + Project Conditions 26 1496 149 191 10 120 128 852 19 8 16 4 3019 0 Cumulative Conditions 26 1486 172 325 10 117 134 828 19 8 16 4 3145 0 Cumulative + Project Conditions 26 1516 174 328 10 120 136 852 19 8 16 4 3209 06/01/23
05/16/23
06/01/23
05/16/23
06/01/23
03/02/23
Hexagon Transportation Consultants, Inc.
9/29/2023
AM
CEQA Clearance Document - Volume Spreadsheet 2023-09-27 Intersection Number: 7
Synchro Node Number: 7
Intersection Name: El Camino Real and Valparaiso Ave/Glenwood Ave Peak Hour: AM Date of Analysis:

Count Date:

Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 199 1015 89 37 218 49 37 733 111 91 132 243 2954 Proposed Project Trips 4 25 1 1 2 0 0 17 3 7 1 9 70
Existing + Project Conditions 203 1040 90 38 220 49 37 750 114 98 133 252 3024 0 Cumulative Conditions 205 1017 100 37 218 49 37 834 114 91 135 265 3102 0 Cumulative + Project Conditions 209 1042 101 38 220 49 37 851 117 98 136 274 3172 Intersection Number: 8
Synchro Node Number: 8
Intersection Name: Middlefield Rd and Ravenswood Ave
Peak Hour: AM Date of Analysis:

Count Date:

Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 83 328 0 0 0 0 0 415 393 356 0 95 1670 Proposed Project Trips 1 4 0 0 0 0 0 6 7 4 0 1 23
Existing + Project Conditions 84 332 0 0 0 0 0 421 400 360 0 96 1693 0 Cumulative Conditions 77 369 0 0 0 0 0 468 490 446 0 103 1953 0 Cumulative + Project Conditions 78 373 0 0 0 0 0 474 497 450 0 104 1976 Intersection Number: 9
Synchro Node Number: 9
Intersection Name: Bay Rd and Ringwood Ave/Sonoma Ave
Peak Hour: AM Date of Analysis:

Count Date:

Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 219 147 10 8 101 12 3 60 324 216 15 129 1244 Proposed Project Trips 6 9 0 0 1 0 0 3 3 2 0 2 26
Existing + Project Conditions 225 156 10 8 102 12 3 63 327 218 15 131 1270 0 Cumulative Conditions 250 149 10 8 101 28 3 72 324 226 15 132 1318 0 Cumulative + Project Conditions 256 158 10 8 102 28 3 75 327 228 15 134 1344 05/24/23
06/01/23
12/08/22
06/01/23
03/02/23
06/01/23
Hexagon Transportation Consultants, Inc.
9/29/2023
AM
CEQA Clearance Document - Volume Spreadsheet 2023-09-27 Intersection Number: 1
Synchro Node Number: 1
Intersection Name: El Camino Real and Selby Ln
Peak Hour: PM Date of Analysis:

Count Date:

Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 50 1184 59 27 2 0 8 1745 234 197 0 7 3513 Proposed Project Trips 3 37 1 0 0 0 0 33 4 3 0 1 82
Existing + Project Conditions 53 1221 60 27 2 0 8 1778 238 200 0 8 3595 0 Cumulative Conditions 74 1304 59 27 2 0 8 1797 234 241 0 9 3755 0 Cumulative + Project Conditions 77 1341 60 27 2 0 8 1830 238 244 0 10 3837 Intersection Number: 2
Synchro Node Number: 2
Intersection Name: Alameda de las Pulgas and Atherton Ave Peak Hour: PM Date of Analysis:

Count Date:

Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 10 321 82 263 11 105 104 495 6 10 4 7 1418 Proposed Project Trips 0 4 1 3 0 1 1 5 0 0 0 0 15
Existing + Project Conditions 10 325 83 266 11 106 105 500 6 10 4 7 1433 0 Cumulative Conditions 17 434 82 263 13 111 112 509 9 11 6 9 1576 0 Cumulative + Project Conditions 17 438 83 266 13 112 113 514 9 11 6 9 1591 Intersection Number: 3
Synchro Node Number: 3
Intersection Name: El Camino Real and Fair Oaks Ln
Peak Hour: PM Date of Analysis:

Count Date:

Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 66 871 54 44 63 55 32 1341 129 70 86 148 2959 Proposed Project Trips 1 36 1 1 1 1 0 30 2 1 1 1 76
Existing + Project Conditions 67 907 55 45 64 56 32 1371 131 71 87 149 3035 0 Cumulative Conditions 66 1065 54 83 106 55 32 1341 197 77 87 149 3312 0 Cumulative + Project Conditions 67 1101 55 84 107 56 32 1371 199 78 88 150 3388 05/16/23
06/01/23
05/16/23
06/01/23
05/16/23
06/01/23
Hexagon Transportation Consultants, Inc.
9/29/2023
PM
CEQA Clearance Document - Volume Spreadsheet 2023-09-27 Intersection Number: 4
Synchro Node Number: 4
Intersection Name: Middlefield Rd and Marsh Rd
Peak Hour: PM Date of Analysis:

Count Date:

Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 0 195 321 337 0 436 540 269 0 0 0 0 2098 Proposed Project Trips 0 4 3 3 0 5 5 3 0 0 0 0 23
Existing + Project Conditions 0 199 324 340 0 441 545 272 0 0 0 0 2121 0 Cumulative Conditions 0 365 321 337 0 478 540 325 0 0 0 0 2366 0 Cumulative + Project Conditions 0 369 324 340 0 483 545 328 0 0 0 0 2389 Intersection Number: 5
Synchro Node Number: 5
Intersection Name: El Camino Real and Alejandra Ave
Peak Hour: PM Date of Analysis:

Count Date:

Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 36 969 0 0 0 0 0 1540 40 49 0 70 2704 Proposed Project Trips 10 25 0 0 0 0 0 26 10 6 0 7 84
Existing + Project Conditions 46 994 0 0 0 0 0 1566 50 55 0 77 2788 0 Cumulative Conditions 36 1124 0 0 0 0 0 1599 40 49 0 70 2918 0 Cumulative + Project Conditions 46 1149 0 0 0 0 0 1625 50 55 0 77 3002 Intersection Number: 6
Synchro Node Number: 6
Intersection Name: El Camino Real and Encinal Ave
Peak Hour: PM Date of Analysis:

Count Date:

Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 10 949 103 188 3 115 112 1420 29 33 13 16 2991 Proposed Project Trips 0 29 3 3 0 2 3 34 0 0 0 0 74
Existing + Project Conditions 10 978 106 191 3 117 115 1454 29 33 13 16 3065 0 Cumulative Conditions 10 949 291 321 3 138 120 1420 29 33 13 16 3343 0 Cumulative + Project Conditions 10 978 294 324 3 140 123 1454 29 33 13 16 3417 06/01/23
05/16/23
06/01/23
05/16/23
06/01/23
03/02/23
Hexagon Transportation Consultants, Inc.
9/29/2023
PM
CEQA Clearance Document - Volume Spreadsheet 2023-09-27 Intersection Number: 7
Synchro Node Number: 7
Intersection Name: El Camino Real and Valparaiso Ave/Glenwood Ave Peak Hour: PM Date of Analysis:

Count Date:

Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 119 827 38 43 180 37 48 1337 120 99 134 245 3227 Proposed Project Trips 7 22 1 2 2 0 0 30 8 6 1 7 86
Existing + Project Conditions 126 849 39 45 182 37 48 1367 128 105 135 252 3313 0 Cumulative Conditions 124 860 38 43 219 37 48 1345 120 100 135 256 3325 0 Cumulative + Project Conditions 131 882 39 45 221 37 48 1375 128 106 136 263 3411 Intersection Number: 8
Synchro Node Number: 8
Intersection Name: Middlefield Rd and Ravenswood Ave
Peak Hour: PM Date of Analysis:

Count Date:

Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 81 318 0 0 0 0 0 508 337 481 0 145 1870 Proposed Project Trips 1 6 0 0 0 0 0 6 5 8 0 1 27
Existing + Project Conditions 82 324 0 0 0 0 0 514 342 489 0 146 1897 0 Cumulative Conditions 72 469 0 0 0 0 0 540 381 587 0 149 2198 0 Cumulative + Project Conditions 73 475 0 0 0 0 0 546 386 595 0 150 2225 Intersection Number: 9
Synchro Node Number: 9
Intersection Name: Bay Rd and Ringwood Ave/Sonoma Ave
Peak Hour: PM Date of Analysis:

Count Date:

Movements
Southbound Approach Westbound Approach Northbound Approach Eastbound Approach Scenario RT TH LT RT TH LT RT TH LT RT TH LT Total
Existing Conditions 115 70 2 6 23 6 8 73 132 219 17 142 813 Proposed Project Trips 3 6 0 0 0 0 0 9 1 2 0 4 25
Existing + Project Conditions 118 76 2 6 23 6 8 82 133 221 17 146 838 0 Cumulative Conditions 131 84 2 6 24 20 8 108 132 244 17 142 918 0 Cumulative + Project Conditions 134 90 2 6 24 20 8 117 133 246 17 146 943 05/24/23
06/01/23
12/08/22
06/01/23
03/02/23
06/01/23
Hexagon Transportation Consultants, Inc.
9/29/2023
PM
CEQA Clearance Document - Volume Spreadsheet 2023-09-27 Appendix D
Level of Service Calculations
HCM Unsignalized Intersection Capacity Analysis Existing AM 1: Selby Lane & El Camino Real 06/09/2023
Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 0 267 1 1 20 204 1104 6 42 1944 170 Future Volume (Veh/h) 3 0 267 1 1 20 204 1104 6 42 1944 170 Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 3 0 275 1 1 21 210 1138 6 43 2004 175 Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 2998 3742 756 2590 3826 382 2179 1144 vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 2998 3742 756 2590 3826 382 2179 1144 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 0 100 22 0 0 97 13 93
cM capacity (veh/h) 0 1 351 1 0 616 241 606
Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 278 23 210 455 455 234 43 802 802 576
Volume Left 3 1 210 0 0 0 43 0 0 0
Volume Right 275 21 0 0 0 6 0 0 0 175
cSH 0 6 241 1700 1700 1700 606 1700 1700 1700
Volume to Capacity Err 3.83 0.87 0.27 0.27 0.14 0.07 0.47 0.47 0.34 Queue Length 95th (ft) Err Err 179 0 0 0 6 0 0 0
Control Delay (s) Err Err 73.2 0.0 0.0 0.0 11.4 0.0 0.0 0.0 Lane LOS F F F B
Approach Delay (s) Err Err 11.4 0.2
Approach LOS F F
Intersection Summary
Average Delay Err
Intersection Capacity Utilization 80.3% ICU Level of Service D Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Existing AM 2: Atherton Ave & Alameda de la Pulgas 06/09/2023
Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Sign Control Stop Stop Stop Stop
Traffic Volume (vph) 11 23 18 191 17 175 10 280 107 313 423 9 Future Volume (vph) 11 23 18 191 17 175 10 280 107 313 423 9 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 12 24 19 201 18 184 11 295 113 329 445 9 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2
Volume Total (vph) 55 219 184 11 408 329 454
Volume Left (vph) 12 201 0 11 0 329 0
Volume Right (vph) 19 0 184 0 113 0 9
Hadj (s) -0.13 0.22 -0.57 0.53 -0.16 0.53 0.02
Departure Headway (s) 7.3 7.0 3.2 7.2 6.5 6.8 6.2
Degree Utilization, x 0.11 0.43 0.16 0.02 0.74 0.62 0.79 Capacity (veh/h) 427 480 1121 476 533 523 565
Control Delay (s) 11.3 15.1 6.8 9.2 24.8 18.9 27.2
Approach Delay (s) 11.3 11.3 24.4 23.7
Approach LOS B B C C
Intersection Summary
Delay 20.5
Level of Service C
Intersection Capacity Utilization 66.7% ICU Level of Service C Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis Existing AM 3: Atherton Ave/Fair Oaks Lane & El Camino Real 06/09/2023 Synchro 11 Report

Page 3 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 118 63 103 107 146 70 117 681 13 60 1549 178 Future Volume (vph) 118 63 103 107 146 70 117 681 13 60 1549 178 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frt 1.00 0.85 1.00 0.85 1.00 1.00 1.00 0.98
Flt Protected 0.97 1.00 0.98 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1804 1583 1824 1583 1770 5071 1770 5007 Flt Permitted 0.97 1.00 0.98 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1804 1583 1824 1583 1770 5071 1770 5007 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 127 68 111 115 157 75 126 732 14 65 1666 191 RTOR Reduction (vph) 0 0 95 0 0 61 0 1 0 0 9 0
Lane Group Flow (vph) 0 195 16 0 272 14 126 745 0 65 1848 0 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA
Protected Phases 2 2 6 6 3 8 7 4
Permitted Phases 2 6
Actuated Green, G (s) 19.3 19.3 24.8 24.8 13.4 64.2 8.2 59.0 Effective Green, g (s) 19.3 19.3 24.8 24.8 13.4 64.2 8.2 59.0 Actuated g/C Ratio 0.14 0.14 0.18 0.18 0.10 0.48 0.06 0.44 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 258 227 336 291 176 2420 107 2196
v/s Ratio Prot c0.11 c0.15 c0.07 0.15 0.04 c0.37
v/s Ratio Perm 0.01 0.01
v/c Ratio 0.76 0.07 0.81 0.05 0.72 0.31 0.61 0.84
Uniform Delay, d1 55.3 49.8 52.6 45.1 58.7 21.5 61.6 33.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.9 0.1 13.4 0.1 13.0 0.1 9.4 3.1 Delay (s) 67.2 50.0 66.0 45.2 71.7 21.6 71.0 36.7
Level of Service E D E D E C E D
Approach Delay (s) 61.0 61.5 28.8 37.9
Approach LOS E E C D
Intersection Summary
HCM 2000 Control Delay 40.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81
Actuated Cycle Length (s) 134.5 Sum of lost time (s) 18.0 Intersection Capacity Utilization 78.8% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing AM 4: Marsh Rd & Middlefield Rd 06/09/2023
Synchro 11 Report

Page 4 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 475 246 217 457 255 307
Future Volume (vph) 475 246 217 457 255 307
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 1863 1583 1770 1863
Flt Permitted 0.95 1.00 1.00 1.00 0.38 1.00
Satd. Flow (perm) 1770 1583 1863 1583 717 1863
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 495 256 226 476 266 320
RTOR Reduction (vph) 0 90 0 106 0 0
Lane Group Flow (vph) 495 166 226 370 266 320
Turn Type Prot pt+ov NA pt+ov pm+pt NA
Protected Phases 6 6 7 8 6 8 7 4
Permitted Phases 4
Actuated Green, G (s) 28.1 48.2 17.3 49.9 37.4 37.4
Effective Green, g (s) 28.1 48.2 17.3 49.9 37.4 37.4
Actuated g/C Ratio 0.38 0.65 0.23 0.67 0.50 0.50
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 667 1024 432 1060 580 935
v/s Ratio Prot c0.28 0.10 0.12 0.23 c0.10 0.17
v/s Ratio Perm c0.13
v/c Ratio 0.74 0.16 0.52 0.35 0.46 0.34
Uniform Delay, d1 20.1 5.2 25.0 5.3 11.5 11.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.5 0.1 1.1 0.2 0.6 0.2
Delay (s) 24.5 5.3 26.1 5.5 12.0 11.4
Level of Service C A C A B B
Approach Delay (s) 18.0 12.1 11.7
Approach LOS B B B
Intersection Summary
HCM 2000 Control Delay 14.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.61
Actuated Cycle Length (s) 74.5 Sum of lost time (s) 13.5 Intersection Capacity Utilization 63.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Existing AM 5: Alejandra Ave & El Camino Real 06/09/2023
Synchro 11 Report

Page 5 ends

Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 47 76 87 890 1613 195
Future Volume (Veh/h) 47 76 87 890 1613 195
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph) 52 84 97 989 1792 217
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None TWLTL
Median storage veh) 2
Upstream signal (ft) 582
pX, platoon unblocked 0.92
vC, conflicting volume 2589 706 2009
vC1, stage 1 conf vol 1900
vC2, stage 2 conf vol 688
vCu, unblocked vol 2552 706 2009
tC, single (s) 6.8 6.9 4.1
tC, 2 stage (s) 5.8
tF (s) 3.5 3.3 2.2
p0 queue free % 46 78 65
cM capacity (veh/h) 96 378 281
Direction, Lane # EB 1 EB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 52 84 97 494 494 717 717 575
Volume Left 52 0 97 0 0 0 0 0
Volume Right 0 84 0 0 0 0 0 217
cSH 96 378 281 1700 1700 1700 1700 1700
Volume to Capacity 0.54 0.22 0.35 0.29 0.29 0.42 0.42 0.34 Queue Length 95th (ft) 61 21 37 0 0 0 0 0
Control Delay (s) 79.9 17.2 24.5 0.0 0.0 0.0 0.0 0.0
Lane LOS F C C
Approach Delay (s) 41.2 2.2 0.0
Approach LOS E
Intersection Summary
Average Delay 2.5
Intersection Capacity Utilization 53.7% ICU Level of Service A Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Existing PM 1: Selby Lane & El Camino Real 06/09/2023
Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 7 0 197 0 2 27 234 1745 8 59 1184 50 Future Volume (Veh/h) 7 0 197 0 2 27 234 1745 8 59 1184 50 Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Hourly flow rate (vph) 7 0 199 0 2 27 236 1763 8 60 1196 51 Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 2429 3584 424 2957 3606 592 1247 1771 vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 2429 3584 424 2957 3606 592 1247 1771 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 0 100 66 100 20 94 57 83
cM capacity (veh/h) 3 3 578 2 2 450 554 348
Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 206 29 236 705 705 361 60 478 478 290
Volume Left 7 0 236 0 0 0 60 0 0 0
Volume Right 199 27 0 0 0 8 0 0 0 51
cSH 84 34 554 1700 1700 1700 348 1700 1700 1700
Volume to Capacity 2.45 0.86 0.43 0.41 0.41 0.21 0.17 0.28 0.28 0.17 Queue Length 95th (ft) 481 76 53 0 0 0 15 0 0 0
Control Delay (s) 764.5 287.5 16.2 0.0 0.0 0.0 17.5 0.0 0.0 0.0 Lane LOS F F C C
Approach Delay (s) 764.5 287.5 1.9 0.8
Approach LOS F F
Intersection Summary
Average Delay 48.1
Intersection Capacity Utilization 66.0% ICU Level of Service C Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Existing PM 2: Atherton Ave & Alameda de la Pulgas 06/09/2023
Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Sign Control Stop Stop Stop Stop
Traffic Volume (vph) 7 4 10 105 11 263 6 495 104 82 321 10 Future Volume (vph) 7 4 10 105 11 263 6 495 104 82 321 10 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 7 4 10 109 11 274 6 516 108 85 334 10 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2
Volume Total (vph) 21 120 274 6 624 85 344
Volume Left (vph) 7 109 0 6 0 85 0
Volume Right (vph) 10 0 274 0 108 0 10
Hadj (s) -0.19 0.22 -0.57 0.53 -0.09 0.53 0.01
Departure Headway (s) 6.6 6.7 3.2 6.0 5.4 6.2 5.7
Degree Utilization, x 0.04 0.22 0.24 0.01 0.94 0.15 0.54 Capacity (veh/h) 494 507 1112 578 659 569 623
Control Delay (s) 9.9 11.6 7.2 7.9 43.2 9.1 14.0
Approach Delay (s) 9.9 8.6 42.9 13.0
Approach LOS A A E B
Intersection Summary
Delay 24.5
Level of Service C
Intersection Capacity Utilization 62.0% ICU Level of Service B Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis Existing PM 3: Atherton Ave/Fair Oaks Lane & El Camino Real 06/09/2023 Synchro 11 Report

Page 3 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 148 86 70 55 63 44 129 1341 32 54 871 66 Future Volume (vph) 148 86 70 55 63 44 129 1341 32 54 871 66 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frt 1.00 0.85 1.00 0.85 1.00 1.00 1.00 0.99
Flt Protected 0.97 1.00 0.98 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1806 1583 1820 1583 1770 5068 1770 5031 Flt Permitted 0.97 1.00 0.98 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1806 1583 1820 1583 1770 5068 1770 5031 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 163 95 77 60 69 48 142 1474 35 59 957 73 RTOR Reduction (vph) 0 0 61 0 0 42 0 2 0 0 6 0
Lane Group Flow (vph) 0 258 16 0 129 6 142 1507 0 59 1024 0 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA
Protected Phases 2 2 6 6 3 8 7 4
Permitted Phases 2 6
Actuated Green, G (s) 19.6 19.6 12.6 12.6 12.8 40.7 5.6 33.5 Effective Green, g (s) 19.6 19.6 12.6 12.6 12.8 40.7 5.6 33.5 Actuated g/C Ratio 0.20 0.20 0.13 0.13 0.13 0.42 0.06 0.35 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 366 321 237 206 234 2137 102 1746
v/s Ratio Prot c0.14 c0.07 c0.08 c0.30 0.03 0.20
v/s Ratio Perm 0.01 0.00
v/c Ratio 0.70 0.05 0.54 0.03 0.61 0.71 0.58 0.59
Uniform Delay, d1 35.8 30.9 39.3 36.6 39.5 23.0 44.3 25.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.1 0.1 2.5 0.1 4.4 1.1 7.7 0.5
Delay (s) 41.8 31.0 41.8 36.7 43.9 24.0 52.0 26.3
Level of Service D C D D D C D C
Approach Delay (s) 39.3 40.4 25.7 27.7
Approach LOS D D C C
Intersection Summary
HCM 2000 Control Delay 28.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 96.5 Sum of lost time (s) 18.0 Intersection Capacity Utilization 61.4% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing PM 4: Marsh Rd & Middlefield Rd 06/09/2023
Synchro 11 Report

Page 4 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 436 337 269 540 321 195
Future Volume (vph) 436 337 269 540 321 195
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 1863 1583 1770 1863
Flt Permitted 0.95 1.00 1.00 1.00 0.31 1.00
Satd. Flow (perm) 1770 1583 1863 1583 575 1863
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93
Adj. Flow (vph) 469 362 289 581 345 210
RTOR Reduction (vph) 0 113 0 83 0 0
Lane Group Flow (vph) 469 249 289 498 345 210
Turn Type Prot pt+ov NA pt+ov pm+pt NA
Protected Phases 6 6 7 8 8 6 7 4
Permitted Phases 4
Actuated Green, G (s) 31.4 57.7 22.6 58.5 48.9 48.9
Effective Green, g (s) 31.4 57.7 22.6 58.5 48.9 48.9
Actuated g/C Ratio 0.35 0.65 0.25 0.66 0.55 0.55
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 622 1022 471 1037 606 1020
v/s Ratio Prot c0.27 0.16 0.16 0.31 c0.14 0.11
v/s Ratio Perm c0.17
v/c Ratio 0.75 0.24 0.61 0.48 0.57 0.21
Uniform Delay, d1 25.5 6.6 29.5 7.7 12.7 10.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.2 0.1 2.4 0.4 1.2 0.1
Delay (s) 30.7 6.8 31.9 8.1 13.9 10.4
Level of Service C A C A B B
Approach Delay (s) 20.3 16.0 12.6
Approach LOS C B B
Intersection Summary
HCM 2000 Control Delay 16.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.67
Actuated Cycle Length (s) 89.3 Sum of lost time (s) 13.5 Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Existing PM 5: Alejandra Ave & El Camino Real 06/09/2023
Synchro 11 Report

Page 5 ends

Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 70 49 40 1540 969 36
Future Volume (Veh/h) 70 49 40 1540 969 36
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 74 52 43 1638 1031 38
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None TWLTL
Median storage veh) 2
Upstream signal (ft) 582
pX, platoon unblocked 0.60
vC, conflicting volume 1955 363 1069
vC1, stage 1 conf vol 1050
vC2, stage 2 conf vol 905
vCu, unblocked vol 1251 363 1069
tC, single (s) 6.8 6.9 4.1
tC, 2 stage (s) 5.8
tF (s) 3.5 3.3 2.2
p0 queue free % 72 92 93
cM capacity (veh/h) 268 634 648
Direction, Lane # EB 1 EB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 74 52 43 819 819 412 412 244
Volume Left 74 0 43 0 0 0 0 0
Volume Right 0 52 0 0 0 0 0 38
cSH 268 634 648 1700 1700 1700 1700 1700
Volume to Capacity 0.28 0.08 0.07 0.48 0.48 0.24 0.24 0.14 Queue Length 95th (ft) 27 7 5 0 0 0 0 0
Control Delay (s) 23.5 11.2 11.0 0.0 0.0 0.0 0.0 0.0
Lane LOS C B B
Approach Delay (s) 18.4 0.3 0.0
Approach LOS C
Intersection Summary
Average Delay 1.0
Intersection Capacity Utilization 53.1% ICU Level of Service A Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Existing plus Project AM 1: Selby Lane & El Camino Real 09/27/2023
Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 0 272 1 1 20 207 1141 6 42 1971 172 Future Volume (Veh/h) 5 0 272 1 1 20 207 1141 6 42 1971 172 Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 5 0 280 1 1 21 213 1176 6 43 2032 177 Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 3046 3815 766 2648 3900 395 2209 1182 vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 3046 3815 766 2648 3900 395 2209 1182 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 0 100 19 0 0 97 9 93
cM capacity (veh/h) 0 0 345 0 0 604 234 587
Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 285 23 213 470 470 241 43 813 813 583
Volume Left 5 1 213 0 0 0 43 0 0 0
Volume Right 280 21 0 0 0 6 0 0 0 177
cSH 0 4 234 1700 1700 1700 587 1700 1700 1700
Volume to Capacity Err 6.01 0.91 0.28 0.28 0.14 0.07 0.48 0.48 0.34 Queue Length 95th (ft) Err Err 193 0 0 0 6 0 0 0
Control Delay (s/veh) Err Err 82.0 0.0 0.0 0.0 11.6 0.0 0.0 0.0 Lane LOS F F F B
Approach Delay (s/veh) Err Err 12.5 0.2
Approach LOS F F
Intersection Summary
Average Delay Err
Intersection Capacity Utilization 82.2% ICU Level of Service E Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Existing plus Project AM 2: Atherton Ave & Alameda de la Pulgas 09/27/2023
Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Sign Control Stop Stop Stop Stop
Traffic Volume (vph) 11 23 18 193 17 177 10 284 108 316 427 9 Future Volume (vph) 11 23 18 193 17 177 10 284 108 316 427 9 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 12 24 19 203 18 186 11 299 114 333 449 9 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2
Volume Total (vph) 55 221 186 11 413 333 458
Volume Left (vph) 12 203 0 11 0 333 0
Volume Right (vph) 19 0 186 0 114 0 9
Hadj (s) -0.13 0.22 -0.57 0.53 -0.16 0.53 0.02
Departure Headway (s) 7.4 7.0 3.2 7.3 6.6 6.8 6.3
Degree Utilization, x 0.11 0.43 0.17 0.02 0.75 0.63 0.80 Capacity (veh/h) 425 478 1121 475 531 522 563
Control Delay (s/veh) 11.3 15.3 6.8 9.2 25.8 19.4 28.3
Approach Delay (s/veh) 11.3 11.4 25.4 24.5
Approach LOS B B D C
Intersection Summary
Delay 21.1
Level of Service C
Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis Existing plus Project AM 3: Atherton Ave/Fair Oaks Lane & El Camino Real 09/27/2023 Synchro 11 Report

Page 3 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 119 64 104 108 148 71 118 715 13 61 1574 180 Future Volume (vph) 119 64 104 108 148 71 118 715 13 61 1574 180 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frt 1.00 0.85 1.00 0.85 1.00 1.00 1.00 0.98
Flt Protected 0.97 1.00 0.98 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1804 1583 1824 1583 1770 5072 1770 5007 Flt Permitted 0.97 1.00 0.98 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1804 1583 1824 1583 1770 5072 1770 5007 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 128 69 112 116 159 76 127 769 14 66 1692 194 RTOR Reduction (vph) 0 0 95 0 0 62 0 1 0 0 8 0
Lane Group Flow (vph) 0 197 17 0 275 14 127 782 0 66 1878 0 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA
Protected Phases 2 2 6 6 3 8 7 4
Permitted Phases 2 6
Actuated Green, G (s) 19.7 19.7 23.9 23.9 12.8 63.1 8.4 58.7 Effective Green, g (s) 19.7 19.7 23.9 23.9 12.8 63.1 8.4 58.7 Actuated g/C Ratio 0.15 0.15 0.18 0.18 0.10 0.47 0.06 0.44 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 267 234 327 284 170 2404 111 2208
v/s Ratio Prot c0.11 c0.15 c0.07 c0.15 0.04 c0.38
v/s Ratio Perm 0.01 0.01
v/c Ratio 0.74 0.07 0.84 0.05 0.75 0.33 0.59 0.85
Uniform Delay, d1 54.2 48.8 52.8 45.2 58.6 21.8 60.7 33.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.2 0.1 17.4 0.1 16.3 0.1 8.3 3.4 Delay (s) 64.4 48.9 70.2 45.3 74.9 21.8 69.0 36.6
Level of Service E D E D E C E D
Approach Delay (s/veh) 58.8 64.8 29.2 37.7
Approach LOS E E C D
Intersection Summary
HCM 2000 Control Delay (s/veh) 40.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81
Actuated Cycle Length (s) 133.1 Sum of lost time (s) 18.0 Intersection Capacity Utilization 79.7% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing plus Project AM 4: Marsh Rd & Middlefield Rd 09/27/2023
Synchro 11 Report

Page 4 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 480 250 220 462 258 310
Future Volume (vph) 480 250 220 462 258 310
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 1863 1583 1770 1863
Flt Permitted 0.95 1.00 1.00 1.00 0.38 1.00
Satd. Flow (perm) 1770 1583 1863 1583 709 1863
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 500 260 229 481 269 323
RTOR Reduction (vph) 0 92 0 104 0 0
Lane Group Flow (vph) 500 168 229 377 269 323
Turn Type Prot pt+ov NA pt+ov pm+pt NA
Protected Phases 6 6 7 8 6 8 7 4
Permitted Phases 4
Actuated Green, G (s) 28.7 48.9 17.6 50.8 37.8 37.8
Effective Green, g (s) 28.7 48.9 17.6 50.8 37.8 37.8
Actuated g/C Ratio 0.38 0.65 0.23 0.67 0.50 0.50
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 672 1025 434 1065 575 932
v/s Ratio Prot c0.28 0.11 0.12 0.24 c0.10 0.17
v/s Ratio Perm c0.14
v/c Ratio 0.74 0.16 0.53 0.35 0.47 0.35
Uniform Delay, d1 20.2 5.2 25.3 5.3 11.7 11.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.5 0.1 1.2 0.2 0.6 0.2
Delay (s) 24.7 5.3 26.5 5.5 12.3 11.6
Level of Service C A C A B B
Approach Delay (s/veh) 18.1 12.3 11.9
Approach LOS B B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 14.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 75.5 Sum of lost time (s) 13.5 Intersection Capacity Utilization 63.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Existing plus Project AM 5: Alejandra Ave & El Camino Real 09/27/2023
Synchro 11 Report

Page 5 ends

Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 56 87 91 914 1636 200
Future Volume (Veh/h) 56 87 91 914 1636 200
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph) 62 97 101 1016 1818 222
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None TWLTL
Median storage veh) 2
Upstream signal (ft) 582
pX, platoon unblocked 0.91
vC, conflicting volume 2639 717 2040
vC1, stage 1 conf vol 1929
vC2, stage 2 conf vol 710
vCu, unblocked vol 2605 717 2040
tC, single (s) 6.8 6.9 4.1
tC, 2 stage (s) 5.8
tF (s) 3.5 3.3 2.2
p0 queue free % 33 74 63
cM capacity (veh/h) 92 372 273
Direction, Lane # EB 1 EB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 62 97 101 508 508 727 727 586
Volume Left 62 0 101 0 0 0 0 0
Volume Right 0 97 0 0 0 0 0 222
cSH 92 372 273 1700 1700 1700 1700 1700
Volume to Capacity 0.67 0.26 0.37 0.30 0.30 0.43 0.43 0.34 Queue Length 95th (ft) 82 26 41 0 0 0 0 0
Control Delay (s/veh) 101.3 18.1 25.7 0.0 0.0 0.0 0.0 0.0 Lane LOS F C D
Approach Delay (s/veh) 50.5 2.3 0.0
Approach LOS F
Intersection Summary
Average Delay 3.2
Intersection Capacity Utilization 54.4% ICU Level of Service A Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Existing plus Project PM 1: Selby Lane & El Camino Real 09/27/2023
Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 0 200 0 2 27 238 1778 8 60 1221 53 Future Volume (Veh/h) 8 0 200 0 2 27 238 1778 8 60 1221 53 Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Hourly flow rate (vph) 8 0 202 0 2 27 240 1796 8 61 1233 54 Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 2489 3666 438 3015 3689 603 1287 1804 vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 2489 3666 438 3015 3689 603 1287 1804 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 0 100 64 100 4 94 55 82
cM capacity (veh/h) 1 2 567 2 2 442 535 338
Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 210 29 240 718 718 367 61 493 493 301
Volume Left 8 0 240 0 0 0 61 0 0 0
Volume Right 202 27 0 0 0 8 0 0 0 54
cSH 30 28 535 1700 1700 1700 338 1700 1700 1700
Volume to Capacity 7.09 1.02 0.45 0.42 0.42 0.22 0.18 0.29 0.29 0.18 Queue Length 95th (ft) Err 83 57 0 0 0 16 0 0 0
Control Delay (s/veh) Err 378.5 17.1 0.0 0.0 0.0 18.0 0.0 0.0 0.0 Lane LOS F F C C
Approach Delay (s/veh) Err 378.5 2.0 0.8
Approach LOS F F
Intersection Summary
Average Delay 582.8
Intersection Capacity Utilization 67.4% ICU Level of Service C Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Existing plus Project PM 2: Atherton Ave & Alameda de la Pulgas 09/27/2023
Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Sign Control Stop Stop Stop Stop
Traffic Volume (vph) 7 4 10 106 11 266 6 500 105 83 325 10 Future Volume (vph) 7 4 10 106 11 266 6 500 105 83 325 10 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 7 4 10 110 11 277 6 521 109 86 339 10 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2
Volume Total (vph) 21 121 277 6 630 86 349
Volume Left (vph) 7 110 0 6 0 86 0
Volume Right (vph) 10 0 277 0 109 0 10
Hadj (s) -0.19 0.22 -0.57 0.53 -0.09 0.53 0.01
Departure Headway (s) 6.7 6.7 3.2 6.1 5.4 6.2 5.7
Degree Utilization, x 0.04 0.23 0.25 0.01 0.95 0.15 0.55 Capacity (veh/h) 493 506 1112 576 658 569 623
Control Delay (s/veh) 10.0 11.7 7.2 7.9 45.5 9.1 14.3
Approach Delay (s/veh) 10.0 8.6 45.2 13.3
Approach LOS A A E B
Intersection Summary
Delay 25.6
Level of Service D
Intersection Capacity Utilization 62.5% ICU Level of Service B Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis Existing plus Project PM 3: Atherton Ave/Fair Oaks Lane & El Camino Real 09/27/2023 Synchro 11 Report

Page 3 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 149 87 71 56 64 45 131 1371 32 55 907 67 Future Volume (vph) 149 87 71 56 64 45 131 1371 32 55 907 67 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frt 1.00 0.85 1.00 0.85 1.00 1.00 1.00 0.99
Flt Protected 0.97 1.00 0.98 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1806 1583 1820 1583 1770 5068 1770 5033 Flt Permitted 0.97 1.00 0.98 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1806 1583 1820 1583 1770 5068 1770 5033 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 164 96 78 62 70 49 144 1507 35 60 997 74 RTOR Reduction (vph) 0 0 62 0 0 43 0 2 0 0 6 0
Lane Group Flow (vph) 0 260 16 0 132 6 144 1540 0 60 1065 0 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA
Protected Phases 2 2 6 6 3 8 7 4
Permitted Phases 2 6
Actuated Green, G (s) 19.6 19.6 12.8 12.8 12.9 41.3 5.6 34.0 Effective Green, g (s) 19.6 19.6 12.8 12.8 12.9 41.3 5.6 34.0 Actuated g/C Ratio 0.20 0.20 0.13 0.13 0.13 0.42 0.06 0.35 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 363 318 239 208 234 2151 101 1758
v/s Ratio Prot c0.14 c0.07 c0.08 c0.30 0.03 0.21
v/s Ratio Perm 0.01 0.00
v/c Ratio 0.72 0.05 0.55 0.03 0.62 0.72 0.59 0.61
Uniform Delay, d1 36.3 31.3 39.6 36.8 39.9 23.2 44.7 26.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.6 0.1 2.7 0.1 4.7 1.2 9.0 0.6
Delay (s) 42.8 31.4 42.3 36.9 44.6 24.3 53.8 26.7
Level of Service D C D D D C D C
Approach Delay (s/veh) 40.2 40.9 26.0 28.2
Approach LOS D D C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 29.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 97.3 Sum of lost time (s) 18.0 Intersection Capacity Utilization 62.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Existing plus Project PM 4: Marsh Rd & Middlefield Rd 09/27/2023
Synchro 11 Report

Page 4 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 441 340 272 545 324 199
Future Volume (vph) 441 340 272 545 324 199
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 1863 1583 1770 1863
Flt Permitted 0.95 1.00 1.00 1.00 0.31 1.00
Satd. Flow (perm) 1770 1583 1863 1583 569 1863
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93
Adj. Flow (vph) 474 366 292 586 348 214
RTOR Reduction (vph) 0 111 0 80 0 0
Lane Group Flow (vph) 474 255 292 506 348 214
Turn Type Prot pt+ov NA pt+ov pm+pt NA
Protected Phases 6 6 7 8 8 6 7 4
Permitted Phases 4
Actuated Green, G (s) 32.1 58.4 23.0 59.6 49.3 49.3
Effective Green, g (s) 32.1 58.4 23.0 59.6 49.3 49.3
Actuated g/C Ratio 0.36 0.65 0.25 0.66 0.55 0.55
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 628 1022 473 1043 599 1015
v/s Ratio Prot c0.27 0.16 0.16 0.32 c0.14 0.11
v/s Ratio Perm c0.18
v/c Ratio 0.75 0.25 0.62 0.48 0.58 0.21
Uniform Delay, d1 25.7 6.8 29.8 7.7 13.0 10.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.1 0.1 2.4 0.4 1.4 0.1
Delay (s) 30.8 6.9 32.2 8.1 14.5 10.7
Level of Service C A C A B B
Approach Delay (s/veh) 20.4 16.1 13.0
Approach LOS C B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 16.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 90.4 Sum of lost time (s) 13.5 Intersection Capacity Utilization 67.9% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Existing plus Project PM 5: Alejandra Ave & El Camino Real 09/27/2023
Synchro 11 Report

Page 5 ends

Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 77 55 50 1566 994 46
Future Volume (Veh/h) 77 55 50 1566 994 46
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 82 59 53 1666 1057 49
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None TWLTL
Median storage veh) 2
Upstream signal (ft) 582
pX, platoon unblocked 0.58
vC, conflicting volume 2021 377 1106
vC1, stage 1 conf vol 1082
vC2, stage 2 conf vol 939
vCu, unblocked vol 1310 377 1106
tC, single (s) 6.8 6.9 4.1
tC, 2 stage (s) 5.8
tF (s) 3.5 3.3 2.2
p0 queue free % 68 90 92
cM capacity (veh/h) 255 621 627
Direction, Lane # EB 1 EB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 82 59 53 833 833 423 423 260
Volume Left 82 0 53 0 0 0 0 0
Volume Right 0 59 0 0 0 0 0 49
cSH 255 621 627 1700 1700 1700 1700 1700
Volume to Capacity 0.32 0.10 0.08 0.49 0.49 0.25 0.25 0.15 Queue Length 95th (ft) 33 8 7 0 0 0 0 0
Control Delay (s/veh) 25.6 11.4 11.3 0.0 0.0 0.0 0.0 0.0 Lane LOS D B B
Approach Delay (s/veh) 19.7 0.3 0.0
Approach LOS C
Intersection Summary
Average Delay 1.1
Intersection Capacity Utilization 54.2% ICU Level of Service A Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis Existing plus Project AM - Mit 1: Selby Lane & El Camino Real 09/27/2023
Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 5 0 272 1 1 20 207 1141 6 42 1971 172 Future Volume (vph) 5 0 272 1 1 20 207 1141 6 42 1971 172 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 0.91 1.00 0.91
Frt 0.87 0.88 1.00 1.00 1.00 0.99
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1614 1630 1770 5081 1770 5024
Flt Permitted 0.99 0.96 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1607 1568 1770 5081 1770 5024
Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 5 0 280 1 1 21 213 1176 6 43 2032 177
RTOR Reduction (vph) 0 250 0 0 19 0 0 0 0 0 5 0
Lane Group Flow (vph) 0 35 0 0 4 0 213 1182 0 43 2204 0 Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 2 6 3 8 7 4
Permitted Phases 2 6
Actuated Green, G (s) 8.8 8.8 19.5 84.6 6.5 71.6
Effective Green, g (s) 8.8 8.8 19.5 84.6 6.5 71.6
Actuated g/C Ratio 0.08 0.08 0.17 0.75 0.06 0.63
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 124 121 304 3790 101 3172
v/s Ratio Prot c0.12 0.23 0.02 c0.44
v/s Ratio Perm c0.02 0.00
v/c Ratio 0.28 0.03 0.70 0.31 0.43 0.69
Uniform Delay, d1 49.3 48.4 44.2 4.8 51.6 13.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.3 0.1 7.1 0.0 2.9 0.7
Delay (s) 50.6 48.5 51.3 4.8 54.5 14.4
Level of Service D D D A D B
Approach Delay (s/veh) 50.6 48.5 11.9 15.2
Approach LOS D D B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 16.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.66
Actuated Cycle Length (s) 113.4 Sum of lost time (s) 13.5 Intersection Capacity Utilization 83.4% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group
HCM 6th Roundabout Existing plus Project AM - Mit
2: Atherton Ave & Alameda de la Pulgas 09/27/2023
Synchro 11 Report

Page 2 ends

Intersection
Intersection Delay, s/veh 12.4
Intersection LOS B
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 55 407 424 791
Demand Flow Rate, veh/h 55 415 432 807
Vehicles Circulating, veh/h 1005 328 376 236
Vehicles Exiting, veh/h 38 480 684 507
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 8.8 8.5 9.5 16.2
Approach LOS A A A C
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 55 415 432 807
Cap Entry Lane, veh/h 495 988 940 1085
Entry HV Adj Factor 0.991 0.980 0.982 0.980
Flow Entry, veh/h 55 407 424 791
Cap Entry, veh/h 491 968 923 1063
V/C Ratio 0.111 0.420 0.459 0.744
Control Delay, s/veh 8.8 8.5 9.5 16.2

LOS A A A C
95th %tile Queue, veh 0 2 2 7
HCM Signalized Intersection Capacity Analysis Existing plus Project PM - mit 1: Selby Lane & El Camino Real 09/29/2023
Synchro 12 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 8 0 200 0 2 27 238 1778 8 60 1221 53 Future Volume (vph) 8 0 200 0 2 27 238 1778 8 60 1221 53 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 0.91 1.00 0.91
Frt 0.87 0.87 1.00 1.00 1.00 0.99
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1618 1629 1770 5082 1770 5053
Flt Permitted 0.99 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1600 1629 1770 5082 1770 5053
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 8 0 202 0 2 27 240 1796 8 61 1233 54
RTOR Reduction (vph) 0 181 0 0 24 0 0 0 0 0 3 0
Lane Group Flow (vph) 0 29 0 0 5 0 240 1804 0 61 1284 0 Turn Type Perm NA NA Prot NA Prot NA
Protected Phases 2 6 3 8 7 4
Permitted Phases 2 6
Actuated Green, G (s) 7.8 7.8 17.6 47.4 7.1 36.9
Effective Green, g (s) 7.8 7.8 17.6 47.4 7.1 36.9
Actuated g/C Ratio 0.10 0.10 0.23 0.63 0.09 0.49
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 164 167 410 3177 165 2459
v/s Ratio Prot 0.00 c0.14 c0.35 0.03 0.25
v/s Ratio Perm c0.02
v/c Ratio 0.18 0.03 0.59 0.57 0.37 0.52
Uniform Delay, d1 31.1 30.6 25.9 8.2 32.2 13.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.5 0.1 2.1 0.2 1.4 0.2
Delay (s) 31.6 30.7 28.0 8.5 33.7 13.6
Level of Service C C C A C B
Approach Delay (s/veh) 31.6 30.7 10.8 14.5
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 13.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 75.8 Sum of lost time (s) 13.5 Intersection Capacity Utilization 69.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th Roundabout Existing plus Project PM - mit
2: Atherton Ave & Alameda de la Pulgas 09/29/2023
Synchro 12 Report

Page 2 ends

Intersection
Intersection Delay, s/veh 8.9
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 21 398 636 435
Demand Flow Rate, veh/h 21 406 648 444
Vehicles Circulating, veh/h 546 544 99 129
Vehicles Exiting, veh/h 27 203 468 821
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.8 12.0 8.7 6.6
Approach LOS A B A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 21 406 648 444
Cap Entry Lane, veh/h 791 792 1247 1210
Entry HV Adj Factor 0.996 0.980 0.981 0.980
Flow Entry, veh/h 21 398 636 435
Cap Entry, veh/h 788 776 1223 1186
V/C Ratio 0.027 0.512 0.520 0.367
Control Delay, s/veh 4.8 12.0 8.7 6.6

LOS A B A A
95th %tile Queue, veh 0 3 3 2
HCM Unsignalized Intersection Capacity Analysis Cumulative AM 1: Selby Lane & El Camino Real 06/09/2023
Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 0 267 1 1 20 288 1395 6 42 1952 170 Future Volume (Veh/h) 17 0 267 1 1 20 288 1395 6 42 1952 170 Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 18 0 275 1 1 21 297 1438 6 43 2012 175 Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 3280 4224 758 3067 4308 482 2187 1444 vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 3280 4224 758 3067 4308 482 2187 1444 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 0 0 21 0 0 96 0 91
cM capacity (veh/h) 0 0 349 0 0 530 239 465
Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 293 23 297 575 575 294 43 805 805 577
Volume Left 18 1 297 0 0 0 43 0 0 0
Volume Right 275 21 0 0 0 6 0 0 0 175
cSH 0 0 239 1700 1700 1700 465 1700 1700 1700
Volume to Capacity Err Err 1.24 0.34 0.34 0.17 0.09 0.47 0.47 0.34 Queue Length 95th (ft) Err Err 370 0 0 0 8 0 0 0
Control Delay (s) Err Err 181.8 0.0 0.0 0.0 13.5 0.0 0.0 0.0 Lane LOS F F F B
Approach Delay (s) Err Err 31.0 0.3
Approach LOS F F
Intersection Summary
Average Delay Err
Intersection Capacity Utilization 90.9% ICU Level of Service E Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Cumulative AM 2: Atherton Ave & Alameda de la Pulgas 06/09/2023
Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Sign Control Stop Stop Stop Stop
Traffic Volume (vph) 17 23 22 198 20 175 11 355 110 313 429 9 Future Volume (vph) 17 23 22 198 20 175 11 355 110 313 429 9 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 18 24 23 208 21 184 12 374 116 329 452 9 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2
Volume Total (vph) 65 229 184 12 490 329 461
Volume Left (vph) 18 208 0 12 0 329 0
Volume Right (vph) 23 0 184 0 116 0 9
Hadj (s) -0.12 0.22 -0.57 0.53 -0.13 0.53 0.02
Departure Headway (s) 7.8 7.4 3.2 7.5 6.8 7.1 6.6
Degree Utilization, x 0.14 0.47 0.16 0.02 0.92 0.65 0.84 Capacity (veh/h) 427 470 1121 466 524 491 538
Control Delay (s) 12.1 16.7 6.8 9.5 47.2 21.1 34.3
Approach Delay (s) 12.1 12.3 46.3 28.8
Approach LOS B B E D
Intersection Summary
Delay 29.3
Level of Service D
Intersection Capacity Utilization 71.4% ICU Level of Service C Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis Cumulative AM 3: Atherton Ave/Fair Oaks Lane & El Camino Real 06/09/2023 Synchro 11 Report

Page 3 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 118 86 119 114 151 73 119 961 15 75 1551 178 Future Volume (vph) 118 86 119 114 151 73 119 961 15 75 1551 178 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frt 1.00 0.85 1.00 0.85 1.00 1.00 1.00 0.98
Flt Protected 0.97 1.00 0.98 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1810 1583 1823 1583 1770 5074 1770 5007 Flt Permitted 0.97 1.00 0.98 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1810 1583 1823 1583 1770 5074 1770 5007 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 127 92 128 123 162 78 128 1033 16 81 1668 191 RTOR Reduction (vph) 0 0 107 0 0 64 0 1 0 0 9 0
Lane Group Flow (vph) 0 219 21 0 285 14 128 1048 0 81 1850 0 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA
Protected Phases 2 2 6 6 3 8 7 4
Permitted Phases 2 6
Actuated Green, G (s) 21.7 21.7 24.6 24.6 12.8 59.5 10.4 57.1 Effective Green, g (s) 21.7 21.7 24.6 24.6 12.8 59.5 10.4 57.1 Actuated g/C Ratio 0.16 0.16 0.18 0.18 0.10 0.44 0.08 0.43 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 292 255 334 290 168 2249 137 2130
v/s Ratio Prot c0.12 c0.16 c0.07 0.21 0.05 c0.37
v/s Ratio Perm 0.01 0.01
v/c Ratio 0.75 0.08 0.85 0.05 0.76 0.47 0.59 0.87
Uniform Delay, d1 53.7 47.8 53.1 45.2 59.2 26.2 59.8 35.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.3 0.1 18.6 0.1 18.3 0.2 6.7 4.1 Delay (s) 64.0 47.9 71.6 45.2 77.5 26.4 66.5 39.2
Level of Service E D E D E C E D
Approach Delay (s) 58.1 66.0 31.9 40.3
Approach LOS E E C D
Intersection Summary
HCM 2000 Control Delay 41.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.83
Actuated Cycle Length (s) 134.2 Sum of lost time (s) 18.0 Intersection Capacity Utilization 80.8% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Cumulative AM 4: Marsh Rd & Middlefield Rd 06/09/2023
Synchro 11 Report

Page 4 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 475 388 270 474 255 326
Future Volume (vph) 475 388 270 474 255 326
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 1863 1583 1770 1863
Flt Permitted 0.95 1.00 1.00 1.00 0.33 1.00
Satd. Flow (perm) 1770 1583 1863 1583 621 1863
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 495 404 281 494 266 340
RTOR Reduction (vph) 0 131 0 91 0 0
Lane Group Flow (vph) 495 273 281 403 266 340
Turn Type Prot pt+ov NA pt+ov pm+pt NA
Protected Phases 6 6 7 8 6 8 7 4
Permitted Phases 4
Actuated Green, G (s) 30.4 50.8 21.1 56.0 41.5 41.5
Effective Green, g (s) 30.4 50.8 21.1 56.0 41.5 41.5
Actuated g/C Ratio 0.38 0.63 0.26 0.69 0.51 0.51
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 665 994 485 1095 544 955
v/s Ratio Prot c0.28 0.17 c0.15 0.25 c0.10 0.18
v/s Ratio Perm 0.15
v/c Ratio 0.74 0.28 0.58 0.37 0.49 0.36
Uniform Delay, d1 21.9 6.8 26.0 5.1 12.3 11.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.5 0.2 1.7 0.2 0.7 0.2
Delay (s) 26.4 6.9 27.7 5.4 13.0 12.0
Level of Service C A C A B B
Approach Delay (s) 17.6 13.5 12.4
Approach LOS B B B
Intersection Summary
HCM 2000 Control Delay 14.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 80.9 Sum of lost time (s) 13.5 Intersection Capacity Utilization 65.9% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Cumulative AM 5: Alejandra Ave & El Camino Real 06/09/2023
Synchro 11 Report

Page 5 ends

Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 47 76 87 1149 1657 195
Future Volume (Veh/h) 47 76 87 1149 1657 195
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph) 52 84 97 1277 1841 217
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None TWLTL
Median storage veh) 2
Upstream signal (ft) 582
pX, platoon unblocked 0.91
vC, conflicting volume 2782 722 2058
vC1, stage 1 conf vol 1950
vC2, stage 2 conf vol 832
vCu, unblocked vol 2761 722 2058
tC, single (s) 6.8 6.9 4.1
tC, 2 stage (s) 5.8
tF (s) 3.5 3.3 2.2
p0 queue free % 41 77 64
cM capacity (veh/h) 89 369 268
Direction, Lane # EB 1 EB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 52 84 97 638 638 736 736 585
Volume Left 52 0 97 0 0 0 0 0
Volume Right 0 84 0 0 0 0 0 217
cSH 89 369 268 1700 1700 1700 1700 1700
Volume to Capacity 0.59 0.23 0.36 0.38 0.38 0.43 0.43 0.34 Queue Length 95th (ft) 67 22 40 0 0 0 0 0
Control Delay (s) 91.8 17.6 25.8 0.0 0.0 0.0 0.0 0.0
Lane LOS F C D
Approach Delay (s) 46.0 1.8 0.0
Approach LOS E
Intersection Summary
Average Delay 2.5
Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Cumulative PM 1: Selby Lane & El Camino Real 06/09/2023
Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 0 241 0 2 27 234 1797 8 59 1304 74 Future Volume (Veh/h) 9 0 241 0 2 27 234 1797 8 59 1304 74 Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Hourly flow rate (vph) 9 0 243 0 2 27 236 1815 8 60 1317 75 Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 2580 3770 476 3093 3803 609 1392 1823 vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 2580 3770 476 3093 3803 609 1392 1823 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 0 100 55 100 0 94 52 82
cM capacity (veh/h) 0 2 535 1 2 438 487 332
Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 252 29 236 726 726 371 60 527 527 338
Volume Left 9 0 236 0 0 0 60 0 0 0
Volume Right 243 27 0 0 0 8 0 0 0 75
cSH 0 22 487 1700 1700 1700 332 1700 1700 1700
Volume to Capacity Err 1.29 0.48 0.43 0.43 0.22 0.18 0.31 0.31 0.20 Queue Length 95th (ft) Err 93 65 0 0 0 16 0 0 0
Control Delay (s) Err 542.0 19.1 0.0 0.0 0.0 18.2 0.0 0.0 0.0 Lane LOS F F C C
Approach Delay (s) Err 542.0 2.2 0.8
Approach LOS F F
Intersection Summary
Average Delay Err
Intersection Capacity Utilization 71.9% ICU Level of Service C Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Cumulative PM 2: Atherton Ave & Alameda de la Pulgas 06/09/2023
Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Sign Control Stop Stop Stop Stop
Traffic Volume (vph) 9 6 11 111 13 263 9 509 112 82 434 17 Future Volume (vph) 9 6 11 111 13 263 9 509 112 82 434 17 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 9 6 11 116 14 274 9 530 117 85 452 18 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2
Volume Total (vph) 26 130 274 9 647 85 470
Volume Left (vph) 9 116 0 9 0 85 0
Volume Right (vph) 11 0 274 0 117 0 18
Hadj (s) -0.15 0.21 -0.57 0.53 -0.09 0.53 0.01
Departure Headway (s) 7.1 7.0 3.2 6.3 5.7 6.3 5.8
Degree Utilization, x 0.05 0.25 0.24 0.02 1.02 0.15 0.75 Capacity (veh/h) 465 487 1112 552 627 561 611
Control Delay (s) 10.5 12.3 7.2 8.2 63.5 9.2 23.2
Approach Delay (s) 10.5 8.9 62.7 21.0
Approach LOS B A F C
Intersection Summary
Delay 34.5
Level of Service D
Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis Cumulative PM 3: Atherton Ave/Fair Oaks Lane & El Camino Real 06/09/2023 Synchro 11 Report

Page 3 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 149 87 77 55 106 83 197 1341 32 54 1065 66 Future Volume (vph) 149 87 77 55 106 83 197 1341 32 54 1065 66 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frt 1.00 0.85 1.00 0.85 1.00 1.00 1.00 0.99
Flt Protected 0.97 1.00 0.98 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1806 1583 1832 1583 1770 5068 1770 5040 Flt Permitted 0.97 1.00 0.98 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1806 1583 1832 1583 1770 5068 1770 5040 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 164 96 85 60 116 91 216 1474 35 59 1170 73 RTOR Reduction (vph) 0 0 68 0 0 77 0 2 0 0 5 0
Lane Group Flow (vph) 0 260 17 0 176 14 216 1507 0 59 1238 0 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA
Protected Phases 2 2 6 6 3 8 7 4
Permitted Phases 2 6
Actuated Green, G (s) 20.2 20.2 15.5 15.5 15.8 44.3 5.8 34.3 Effective Green, g (s) 20.2 20.2 15.5 15.5 15.8 44.3 5.8 34.3 Actuated g/C Ratio 0.19 0.19 0.15 0.15 0.15 0.43 0.06 0.33 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 351 308 273 236 269 2162 98 1665
v/s Ratio Prot c0.14 c0.10 c0.12 c0.30 0.03 0.25
v/s Ratio Perm 0.01 0.01
v/c Ratio 0.74 0.05 0.64 0.06 0.80 0.70 0.60 0.74
Uniform Delay, d1 39.3 34.0 41.6 37.9 42.5 24.3 47.9 30.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.2 0.1 5.1 0.1 15.7 1.0 10.0 1.8 Delay (s) 47.5 34.1 46.7 38.0 58.2 25.3 57.9 32.7
Level of Service D C D D E C E C
Approach Delay (s) 44.2 43.7 29.4 33.8
Approach LOS D D C C
Intersection Summary
HCM 2000 Control Delay 33.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.74
Actuated Cycle Length (s) 103.8 Sum of lost time (s) 18.0 Intersection Capacity Utilization 63.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Cumulative PM 4: Marsh Rd & Middlefield Rd 06/09/2023
Synchro 11 Report

Page 4 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 478 337 325 540 321 365
Future Volume (vph) 478 337 325 540 321 365
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 1863 1583 1770 1863
Flt Permitted 0.95 1.00 1.00 1.00 0.25 1.00
Satd. Flow (perm) 1770 1583 1863 1583 473 1863
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93
Adj. Flow (vph) 514 362 349 581 345 392
RTOR Reduction (vph) 0 90 0 68 0 0
Lane Group Flow (vph) 514 272 349 513 345 392
Turn Type Prot pt+ov NA pt+ov pm+pt NA
Protected Phases 6 6 7 8 8 6 7 4
Permitted Phases 4
Actuated Green, G (s) 35.7 62.1 27.2 67.4 53.6 53.6
Effective Green, g (s) 35.7 62.1 27.2 67.4 53.6 53.6
Actuated g/C Ratio 0.36 0.63 0.28 0.69 0.55 0.55
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 642 1000 515 1085 546 1015
v/s Ratio Prot c0.29 0.17 0.19 0.32 c0.14 0.21
v/s Ratio Perm c0.20
v/c Ratio 0.80 0.27 0.68 0.47 0.63 0.39
Uniform Delay, d1 28.1 8.0 31.6 7.2 14.9 12.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 7.1 0.1 3.5 0.3 2.4 0.2
Delay (s) 35.2 8.2 35.2 7.5 17.3 13.1
Level of Service D A D A B B
Approach Delay (s) 24.0 17.9 15.1
Approach LOS C B B
Intersection Summary
HCM 2000 Control Delay 19.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 98.3 Sum of lost time (s) 13.5 Intersection Capacity Utilization 72.6% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Cumulative PM 5: Alejandra Ave & El Camino Real 06/09/2023
Synchro 11 Report

Page 5 ends

Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 70 49 40 1599 1124 36
Future Volume (Veh/h) 70 49 40 1599 1124 36
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 74 52 43 1701 1196 38
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None TWLTL
Median storage veh) 2
Upstream signal (ft) 582
pX, platoon unblocked 0.60
vC, conflicting volume 2152 418 1234
vC1, stage 1 conf vol 1215
vC2, stage 2 conf vol 936
vCu, unblocked vol 1585 418 1234
tC, single (s) 6.8 6.9 4.1
tC, 2 stage (s) 5.8
tF (s) 3.5 3.3 2.2
p0 queue free % 67 91 92
cM capacity (veh/h) 221 584 560
Direction, Lane # EB 1 EB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 74 52 43 850 850 478 478 277
Volume Left 74 0 43 0 0 0 0 0
Volume Right 0 52 0 0 0 0 0 38
cSH 221 584 560 1700 1700 1700 1700 1700
Volume to Capacity 0.33 0.09 0.08 0.50 0.50 0.28 0.28 0.16 Queue Length 95th (ft) 35 7 6 0 0 0 0 0
Control Delay (s) 29.3 11.8 12.0 0.0 0.0 0.0 0.0 0.0
Lane LOS D B B
Approach Delay (s) 22.0 0.3 0.0
Approach LOS C
Intersection Summary
Average Delay 1.1
Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Cumulative plus Project AM 1: Selby Lane & El Camino Real 09/27/2023
Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 0 272 1 1 20 291 1432 6 42 1979 172 Future Volume (Veh/h) 19 0 272 1 1 20 291 1432 6 42 1979 172 Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 20 0 280 1 1 21 300 1476 6 43 2040 177 Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 3328 4297 769 3125 4382 495 2217 1482 vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 3328 4297 769 3125 4382 495 2217 1482 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 0 0 19 0 0 96 0 90
cM capacity (veh/h) 0 0 344 0 0 520 232 450
Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 300 23 300 590 590 301 43 816 816 585
Volume Left 20 1 300 0 0 0 43 0 0 0
Volume Right 280 21 0 0 0 6 0 0 0 177
cSH 0 0 232 1700 1700 1700 450 1700 1700 1700
Volume to Capacity Err Err 1.29 0.35 0.35 0.18 0.10 0.48 0.48 0.34 Queue Length 95th (ft) Err Err 391 0 0 0 8 0 0 0
Control Delay (s/veh) Err Err 201.2 0.0 0.0 0.0 13.8 0.0 0.0 0.0 Lane LOS F F F B
Approach Delay (s/veh) Err Err 33.9 0.3
Approach LOS F F
Intersection Summary
Average Delay Err
Intersection Capacity Utilization 92.7% ICU Level of Service F Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Cumulative plus Project AM 2: Atherton Ave & Alameda de la Pulgas 09/27/2023
Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Sign Control Stop Stop Stop Stop
Traffic Volume (vph) 17 23 22 200 20 177 11 359 111 316 433 9 Future Volume (vph) 17 23 22 200 20 177 11 359 111 316 433 9 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 18 24 23 211 21 186 12 378 117 333 456 9 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2
Volume Total (vph) 65 232 186 12 495 333 465
Volume Left (vph) 18 211 0 12 0 333 0
Volume Right (vph) 23 0 186 0 117 0 9
Hadj (s) -0.12 0.22 -0.57 0.53 -0.13 0.53 0.02
Departure Headway (s) 7.9 7.4 3.2 7.5 6.8 7.1 6.6
Degree Utilization, x 0.14 0.48 0.17 0.03 0.94 0.66 0.86 Capacity (veh/h) 426 468 1121 465 523 489 536
Control Delay (s/veh) 12.2 16.9 6.8 9.5 50.2 21.8 36.0
Approach Delay (s/veh) 12.2 12.4 49.2 30.0
Approach LOS B B E D
Intersection Summary
Delay 30.7
Level of Service D
Intersection Capacity Utilization 71.9% ICU Level of Service C Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis Cumulative plus Project AM 3: Atherton Ave/Fair Oaks Lane & El Camino Real 09/27/2023 Synchro 11 Report

Page 3 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 119 87 120 115 153 74 120 995 15 76 1576 180 Future Volume (vph) 119 87 120 115 153 74 120 995 15 76 1576 180 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frt 1.00 0.85 1.00 0.85 1.00 1.00 1.00 0.98
Flt Protected 0.97 1.00 0.98 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1811 1583 1824 1583 1770 5074 1770 5007 Flt Permitted 0.97 1.00 0.98 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1811 1583 1824 1583 1770 5074 1770 5007 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 128 94 129 124 165 80 129 1070 16 82 1695 194 RTOR Reduction (vph) 0 0 108 0 0 65 0 1 0 0 9 0
Lane Group Flow (vph) 0 222 21 0 289 15 129 1085 0 82 1880 0 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA
Protected Phases 2 2 6 6 3 8 7 4
Permitted Phases 2 6
Actuated Green, G (s) 21.9 21.9 24.8 24.8 12.9 60.2 10.5 57.8 Effective Green, g (s) 21.9 21.9 24.8 24.8 12.9 60.2 10.5 57.8 Actuated g/C Ratio 0.16 0.16 0.18 0.18 0.10 0.44 0.08 0.43 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 292 256 334 289 168 2255 137 2137
v/s Ratio Prot c0.12 c0.16 c0.07 0.21 0.05 c0.38
v/s Ratio Perm 0.01 0.01
v/c Ratio 0.76 0.08 0.87 0.05 0.77 0.48 0.60 0.88
Uniform Delay, d1 54.2 48.2 53.7 45.6 59.8 26.6 60.4 35.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.1 0.1 20.2 0.1 18.7 0.2 6.9 4.5 Delay (s) 65.3 48.3 73.8 45.7 78.5 26.7 67.3 40.1
Level of Service E D E D E C E D
Approach Delay (s/veh) 59.1 67.7 32.2 41.3
Approach LOS E E C D
Intersection Summary
HCM 2000 Control Delay (s/veh) 42.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.84
Actuated Cycle Length (s) 135.4 Sum of lost time (s) 18.0 Intersection Capacity Utilization 81.7% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Cumulative plus Project AM 4: Marsh Rd & Middlefield Rd 09/27/2023
Synchro 11 Report

Page 4 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 480 392 273 479 258 329
Future Volume (vph) 480 392 273 479 258 329
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 1863 1583 1770 1863
Flt Permitted 0.95 1.00 1.00 1.00 0.33 1.00
Satd. Flow (perm) 1770 1583 1863 1583 612 1863
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 500 408 284 499 269 343
RTOR Reduction (vph) 0 128 0 88 0 0
Lane Group Flow (vph) 500 280 284 411 269 343
Turn Type Prot pt+ov NA pt+ov pm+pt NA
Protected Phases 6 6 7 8 6 8 7 4
Permitted Phases 4
Actuated Green, G (s) 31.2 51.7 21.4 57.1 41.9 41.9
Effective Green, g (s) 31.2 51.7 21.4 57.1 41.9 41.9
Actuated g/C Ratio 0.38 0.63 0.26 0.70 0.51 0.51
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 672 996 485 1100 538 950
v/s Ratio Prot c0.28 0.18 c0.15 0.26 c0.10 0.18
v/s Ratio Perm 0.16
v/c Ratio 0.74 0.28 0.59 0.37 0.50 0.36
Uniform Delay, d1 22.0 6.8 26.5 5.1 12.7 12.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.5 0.2 1.8 0.2 0.7 0.2
Delay (s) 26.5 7.0 28.3 5.4 13.4 12.3
Level of Service C A C A B B
Approach Delay (s/veh) 17.7 13.7 12.8
Approach LOS B B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 15.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 82.1 Sum of lost time (s) 13.5 Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Cumulative plus Project AM 5: Alejandra Ave & El Camino Real 09/27/2023
Synchro 11 Report

Page 5 ends

Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 56 87 91 1173 1680 200
Future Volume (Veh/h) 56 87 91 1173 1680 200
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph) 62 97 101 1303 1867 222
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None TWLTL
Median storage veh) 2
Upstream signal (ft) 582
pX, platoon unblocked 0.91
vC, conflicting volume 2832 733 2089
vC1, stage 1 conf vol 1978
vC2, stage 2 conf vol 854
vCu, unblocked vol 2815 733 2089
tC, single (s) 6.8 6.9 4.1
tC, 2 stage (s) 5.8
tF (s) 3.5 3.3 2.2
p0 queue free % 27 73 61
cM capacity (veh/h) 85 363 261
Direction, Lane # EB 1 EB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 62 97 101 652 652 747 747 595
Volume Left 62 0 101 0 0 0 0 0
Volume Right 0 97 0 0 0 0 0 222
cSH 85 363 261 1700 1700 1700 1700 1700
Volume to Capacity 0.73 0.27 0.39 0.38 0.38 0.44 0.44 0.35 Queue Length 95th (ft) 90 27 44 0 0 0 0 0
Control Delay (s/veh) 118.9 18.5 27.2 0.0 0.0 0.0 0.0 0.0 Lane LOS F C D
Approach Delay (s/veh) 57.6 2.0 0.0
Approach LOS F
Intersection Summary
Average Delay 3.3
Intersection Capacity Utilization 55.3% ICU Level of Service B Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Cumulative plus project PM 1: Selby Lane & El Camino Real 09/27/2023
Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 0 244 0 2 27 238 1830 8 60 1341 77 Future Volume (Veh/h) 10 0 244 0 2 27 238 1830 8 60 1341 77 Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Hourly flow rate (vph) 10 0 246 0 2 27 240 1848 8 61 1355 78 Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 2640 3852 491 3152 3887 620 1433 1856 vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 2640 3852 491 3152 3887 620 1433 1856 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 0 100 53 100 0 94 49 81
cM capacity (veh/h) 0 1 524 1 1 431 470 322
Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 NB 4 SB 1 SB 2 SB 3 SB 4 Volume Total 256 29 240 739 739 378 61 542 542 349
Volume Left 10 0 240 0 0 0 61 0 0 0
Volume Right 246 27 0 0 0 8 0 0 0 78
cSH 0 19 470 1700 1700 1700 322 1700 1700 1700
Volume to Capacity Err 1.56 0.51 0.43 0.43 0.22 0.19 0.32 0.32 0.21 Queue Length 95th (ft) Err 100 71 0 0 0 17 0 0 0
Control Delay (s/veh) Err 711.3 20.4 0.0 0.0 0.0 18.8 0.0 0.0 0.0 Lane LOS F F C C
Approach Delay (s/veh) Err 711.3 2.3 0.8
Approach LOS F F
Intersection Summary
Average Delay Err
Intersection Capacity Utilization 73.1% ICU Level of Service D Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Cumulative plus project PM 2: Atherton Ave & Alameda de la Pulgas 09/27/2023
Synchro 11 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Sign Control Stop Stop Stop Stop
Traffic Volume (vph) 9 6 11 112 13 266 9 514 113 83 438 17 Future Volume (vph) 9 6 11 112 13 266 9 514 113 83 438 17 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 9 6 11 117 14 277 9 535 118 86 456 18 Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2
Volume Total (vph) 26 131 277 9 653 86 474
Volume Left (vph) 9 117 0 9 0 86 0
Volume Right (vph) 11 0 277 0 118 0 18
Hadj (s) -0.15 0.21 -0.57 0.53 -0.09 0.53 0.01
Departure Headway (s) 7.1 7.0 3.2 6.3 5.7 6.3 5.8
Degree Utilization, x 0.05 0.25 0.25 0.02 1.03 0.15 0.76 Capacity (veh/h) 464 486 1112 552 629 560 611
Control Delay (s/veh) 10.5 12.4 7.2 8.2 67.0 9.2 23.7
Approach Delay (s/veh) 10.5 8.9 66.2 21.5
Approach LOS B A F C
Intersection Summary
Delay 36.1
Level of Service E
Intersection Capacity Utilization 63.7% ICU Level of Service B Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis Cumulative plus project PM 3: Atherton Ave/Fair Oaks Lane & El Camino Real 09/27/2023 Synchro 11 Report

Page 3 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 150 88 78 56 107 84 199 1371 32 55 1101 67 Future Volume (vph) 150 88 78 56 107 84 199 1371 32 55 1101 67 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frt 1.00 0.85 1.00 0.85 1.00 1.00 1.00 0.99
Flt Protected 0.97 1.00 0.98 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1806 1583 1831 1583 1770 5068 1770 5041 Flt Permitted 0.97 1.00 0.98 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1806 1583 1831 1583 1770 5068 1770 5041 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 165 97 86 62 118 92 219 1507 35 60 1210 74 RTOR Reduction (vph) 0 0 69 0 0 78 0 2 0 0 5 0
Lane Group Flow (vph) 0 262 17 0 180 14 219 1540 0 60 1279 0 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA
Protected Phases 2 2 6 6 3 8 7 4
Permitted Phases 2 6
Actuated Green, G (s) 20.3 20.3 15.8 15.8 15.7 45.2 5.8 35.3 Effective Green, g (s) 20.3 20.3 15.8 15.8 15.7 45.2 5.8 35.3 Actuated g/C Ratio 0.19 0.19 0.15 0.15 0.15 0.43 0.06 0.34 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 348 305 275 237 264 2179 97 1693
v/s Ratio Prot c0.15 c0.10 c0.12 c0.30 0.03 0.25
v/s Ratio Perm 0.01 0.01
v/c Ratio 0.75 0.05 0.65 0.06 0.83 0.71 0.62 0.76
Uniform Delay, d1 40.0 34.6 42.1 38.3 43.4 24.5 48.6 31.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.9 0.1 5.5 0.1 18.9 1.1 11.2 2.0 Delay (s) 48.9 34.6 47.6 38.4 62.3 25.6 59.8 33.0
Level of Service D C D D E C E C
Approach Delay (s/veh) 45.4 44.5 30.2 34.2
Approach LOS D D C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 34.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.75
Actuated Cycle Length (s) 105.1 Sum of lost time (s) 18.0 Intersection Capacity Utilization 64.6% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Cumulative plus project PM 4: Marsh Rd & Middlefield Rd 09/27/2023
Synchro 11 Report

Page 4 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 483 340 328 545 324 369
Future Volume (vph) 483 340 328 545 324 369
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 1863 1583 1770 1863
Flt Permitted 0.95 1.00 1.00 1.00 0.25 1.00
Satd. Flow (perm) 1770 1583 1863 1583 464 1863
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93
Adj. Flow (vph) 519 366 353 586 348 397
RTOR Reduction (vph) 0 88 0 66 0 0
Lane Group Flow (vph) 519 278 353 520 348 397
Turn Type Prot pt+ov NA pt+ov pm+pt NA
Protected Phases 6 6 7 8 8 6 7 4
Permitted Phases 4
Actuated Green, G (s) 36.2 62.7 27.5 68.2 54.0 54.0
Effective Green, g (s) 36.2 62.7 27.5 68.2 54.0 54.0
Actuated g/C Ratio 0.36 0.63 0.28 0.69 0.54 0.54
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 645 1000 516 1088 542 1014
v/s Ratio Prot c0.29 0.18 0.19 0.33 c0.14 0.21
v/s Ratio Perm c0.21
v/c Ratio 0.80 0.28 0.68 0.48 0.64 0.39
Uniform Delay, d1 28.3 8.1 32.0 7.2 15.2 13.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 7.2 0.2 3.7 0.3 2.6 0.3
Delay (s) 35.5 8.3 35.7 7.5 17.8 13.3
Level of Service D A D A B B
Approach Delay (s/veh) 24.3 18.1 15.4
Approach LOS C B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 19.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 99.2 Sum of lost time (s) 13.5 Intersection Capacity Utilization 73.2% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Cumulative plus project PM 5: Alejandra Ave & El Camino Real 09/27/2023
Synchro 11 Report

Page 5 ends

Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 77 55 50 1625 1149 46
Future Volume (Veh/h) 77 55 50 1625 1149 46
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Hourly flow rate (vph) 82 59 53 1729 1222 49
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None TWLTL
Median storage veh) 2
Upstream signal (ft) 582
pX, platoon unblocked 0.60
vC, conflicting volume 2217 432 1271
vC1, stage 1 conf vol 1247
vC2, stage 2 conf vol 971
vCu, unblocked vol 1690 432 1271
tC, single (s) 6.8 6.9 4.1
tC, 2 stage (s) 5.8
tF (s) 3.5 3.3 2.2
p0 queue free % 61 90 90
cM capacity (veh/h) 212 572 542
Direction, Lane # EB 1 EB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 82 59 53 865 865 489 489 293
Volume Left 82 0 53 0 0 0 0 0
Volume Right 0 59 0 0 0 0 0 49
cSH 212 572 542 1700 1700 1700 1700 1700
Volume to Capacity 0.39 0.10 0.10 0.51 0.51 0.29 0.29 0.17 Queue Length 95th (ft) 43 9 8 0 0 0 0 0
Control Delay (s/veh) 32.4 12.0 12.4 0.0 0.0 0.0 0.0 0.0 Lane LOS D B B
Approach Delay (s/veh) 23.9 0.4 0.0
Approach LOS C
Intersection Summary
Average Delay 1.3
Intersection Capacity Utilization 55.9% ICU Level of Service B Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis Cumulative plus Project AM - mit 1: Selby Lane & El Camino Real 09/27/2023
Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 19 0 272 1 1 20 291 1432 6 42 1979 172 Future Volume (vph) 19 0 272 1 1 20 291 1432 6 42 1979 172 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 0.91 1.00 0.91
Frt 0.87 0.88 1.00 1.00 1.00 0.99
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1623 1630 1770 5082 1770 5024
Flt Permitted 0.97 0.96 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1586 1574 1770 5082 1770 5024
Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 20 0 280 1 1 21 300 1476 6 43 2040 177
RTOR Reduction (vph) 0 258 0 0 19 0 0 0 0 0 5 0
Lane Group Flow (vph) 0 42 0 0 4 0 300 1482 0 43 2212 0 Turn Type Perm NA Perm NA Prot NA Prot NA
Protected Phases 2 6 3 8 7 4
Permitted Phases 2 6
Actuated Green, G (s) 9.4 9.4 25.4 90.0 6.5 71.1
Effective Green, g (s) 9.4 9.4 25.4 90.0 6.5 71.1
Actuated g/C Ratio 0.08 0.08 0.21 0.75 0.05 0.60
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 124 123 376 3830 96 2991
v/s Ratio Prot c0.17 0.29 0.02 c0.44
v/s Ratio Perm c0.03 0.00
v/c Ratio 0.34 0.03 0.80 0.39 0.45 0.74
Uniform Delay, d1 52.1 50.8 44.6 5.1 54.7 17.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.6 0.1 11.2 0.1 3.3 1.0
Delay (s) 53.7 50.9 55.8 5.2 58.0 18.4
Level of Service D D E A E B
Approach Delay (s/veh) 53.7 50.9 13.7 19.2
Approach LOS D D B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 19.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 119.4 Sum of lost time (s) 13.5 Intersection Capacity Utilization 94.0% ICU Level of Service F Analysis Period (min) 15
c Critical Lane Group
HCM 6th Roundabout Cumulative plus Project AM - mit
2: Atherton Ave & Alameda de la Pulgas 09/27/2023
Synchro 11 Report

Page 2 ends

Intersection
Intersection Delay, s/veh 13.6
Intersection LOS B
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 65 418 507 798
Demand Flow Rate, veh/h 65 426 517 814
Vehicles Circulating, veh/h 1020 416 382 248
Vehicles Exiting, veh/h 42 483 703 594
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 9.2 10.0 11.4 17.2
Approach LOS A B B C
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 65 426 517 814
Cap Entry Lane, veh/h 488 903 935 1071
Entry HV Adj Factor 0.993 0.980 0.981 0.980
Flow Entry, veh/h 65 418 507 798
Cap Entry, veh/h 484 885 917 1050
V/C Ratio 0.133 0.472 0.553 0.760
Control Delay, s/veh 9.2 10.0 11.4 17.2

LOS A B B C
95th %tile Queue, veh 0 3 3 8
HCM Signalized Intersection Capacity Analysis Cumulative plus project PM - mit 1: Selby Lane & El Camino Real 09/29/2023
Synchro 12 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 10 0 244 0 2 27 238 1830 8 60 1341 77 Future Volume (vph) 10 0 244 0 2 27 238 1830 8 60 1341 77 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 0.91 1.00 0.91
Frt 0.87 0.87 1.00 1.00 1.00 0.99
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1618 1629 1770 5082 1770 5044
Flt Permitted 0.99 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1599 1629 1770 5082 1770 5044
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 10 0 246 0 2 27 240 1848 8 61 1355 78
RTOR Reduction (vph) 0 221 0 0 24 0 0 0 0 0 3 0
Lane Group Flow (vph) 0 35 0 0 5 0 240 1856 0 61 1430 0 Turn Type Perm NA NA Prot NA Prot NA
Protected Phases 2 6 3 8 7 4
Permitted Phases 2 6
Actuated Green, G (s) 8.1 8.1 18.2 51.0 7.3 40.1
Effective Green, g (s) 8.1 8.1 18.2 51.0 7.3 40.1
Actuated g/C Ratio 0.10 0.10 0.23 0.64 0.09 0.50
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 162 165 403 3243 161 2531
v/s Ratio Prot 0.00 c0.14 c0.37 0.03 0.28
v/s Ratio Perm c0.02
v/c Ratio 0.22 0.03 0.60 0.57 0.38 0.56
Uniform Delay, d1 33.0 32.4 27.6 8.2 34.2 13.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.7 0.1 2.4 0.2 1.5 0.3
Delay (s) 33.7 32.4 29.9 8.5 35.7 14.1
Level of Service C C C A D B
Approach Delay (s/veh) 33.7 32.4 10.9 15.0
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 14.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 79.9 Sum of lost time (s) 13.5 Intersection Capacity Utilization 74.4% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th Roundabout Cumulative plus project PM - mit
2: Atherton Ave & Alameda de la Pulgas 09/29/2023
Synchro 12 Report

Page 2 ends

Intersection
Intersection Delay, s/veh 9.7
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 26 408 662 560
Demand Flow Rate, veh/h 26 416 675 571
Vehicles Circulating, veh/h 672 564 103 142
Vehicles Exiting, veh/h 41 214 595 838
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 5.6 12.7 9.1 8.3
Approach LOS A B A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 26 416 675 571
Cap Entry Lane, veh/h 695 776 1242 1194
Entry HV Adj Factor 0.995 0.980 0.981 0.981
Flow Entry, veh/h 26 408 662 560
Cap Entry, veh/h 692 761 1219 1171
V/C Ratio 0.037 0.536 0.543 0.478
Control Delay, s/veh 5.6 12.7 9.1 8.3

LOS A B A A
95th %tile Queue, veh 0 3 3 3
Intersection Analysis Summary
Report File: \...\EXAM.pdf 6/9/2023
Vistro File: \...\Vistro_AllScenarios_AM.vistro Scenario 16 Existing AM V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

WB Left 0.845 29.6 D
HCM 7th
Edition All-way stop Bay Rd/RingwoodAve/Sonoma Ave 40
NWB Left 0.626 31.6 C
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Glenwood Ave-Valparaiso
Ave
30 SWB Left 13.239 47.0 D
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Encinal Ave-Menlo College
Entrance
29 NEB Right 0.760 43.7 D
HCM 7th
Edition Signalized Middlefield Rd/RavenswoodAve 9
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Version 2023 (SP 0-5)
Generated with
Volume to Capacity (v/c): 0.760
Level Of Service: D
Delay (sec / veh): 43.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Middlefield Rd/Ravenswood Ave
Intersection Level Of Service Report
Crosswalk Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 35.00 35.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 120.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 1 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Northeastbound Northwestbound Southeastbound
Name Ravenswood Avenue Middlefield Road Middlefield Road Intersection Setup
Version 2023 (SP 0-5)
Generated with
Bicycle Volume [bicycles/h] 22 39 37
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 0 1
v_co, Outbound Pedestrian Volume crossing 1 0 1
v_di, Inbound Pedestrian Volume crossing m 11 10 0
v_do, Outbound Pedestrian Volume crossing 10 11 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 102 383 423 446 353 89
Total 15-Minute Volume [veh/h] 26 96 106 112 88 22
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 Total Hourly Volume [veh/h] 95 356 393 415 328 83
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 95 356 393 415 328 83
Name Ravenswood Avenue Middlefield Road Middlefield Road Volumes
Version 2023 (SP 0-5)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 20.0 20.0 20.0 0.0 20.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No Yes Yes
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 0.0 0.0 2.6 0.0 0.0
l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 10 12 0 12 12 0
Walk [s] 7 7 0 7 7 0
Vehicle Extension [s] 2.5 3.6 3.0 3.6 3.6 0.0
Split [s] 30 52 38 90 52 0
All red [s] 1.0 1.0 1.0 1.0 1.0 0.0
Amber [s] 3.2 3.6 3.0 3.6 3.6 0.0
Maximum Green [s] 50 35 35 70 35 0
Minimum Green [s] 4 10 4 10 10 0
Lead / Lag Lead - Lead - - -
Auxiliary Signal Groups
Signal Group 3 2 1 6 2 4
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 61.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
Version 2023 (SP 0-5)
Generated with
95th-Percentile Queue Length [ft/ln] 111.49 554.45 502.49 183.36 366.51 95th-Percentile Queue Length [veh/ln] 4.46 22.18 20.10 7.33 14.66 50th-Percentile Queue Length [ft/ln] 61.94 377.00 349.25 101.87 239.58 50th-Percentile Queue Length [veh/ln] 2.48 15.08 13.97 4.07 9.58 Critical Lane Group No Yes Yes No Yes
Lane Group LOS D F E A C
d, Delay for Lane Group [s/veh] 37.53 90.42 58.43 7.30 27.09 X, volume / capacity 0.24 1.06 0.89 0.34 0.55
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00
d2, Incremental Delay [s] 0.22 44.93 16.16 0.68 2.75
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00
k, delay calibration 0.08 0.16 0.35 0.50 0.50
d1, Uniform Delay [s] 37.31 45.50 42.27 6.62 24.33
c, Capacity [veh/h] 418 361 476 1328 799
s, saturation flow rate [veh/h] 1781 1537 1781 1870 1783 (v / s)_i Volume / Saturation Flow Rate 0.06 0.25 0.24 0.24 0.25 g / C, Green / Cycle 0.23 0.23 0.27 0.71 0.45
g_i, Effective Green Time [s] 28 28 32 85 54
l2, Clearance Lost Time [s] 0.00 0.00 0.00 2.60 0.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 2.00 2.00 2.00 4.60 2.00 C, Cycle Length [s] 120 120 120 120 120
Lane Group L R L C C
Lane Group Calculations
Version 2023 (SP 0-5)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 37.53 90.42 58.43 7.30 27.09 27.09 Movement LOS D F E A C C
d_A, Approach Delay [s/veh] 79.30 32.19 27.09
Approach LOS E C C
d_I, Intersection Delay [s/veh] 43.65
Intersection LOS D
Intersection V/C 0.760
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.53 49.53 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.278 2.601 0.000 Crosswalk LOS B B F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 430 1423 790 d_b, Bicycle Delay [s] 37.41 5.10 22.40
I_b,int, Bicycle LOS Score for Intersection 1.560 2.993 2.289 Bicycle LOS A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-5)
Generated with
Volume to Capacity (v/c): 13.239
Level Of Service: D
Delay (sec / veh): 47.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 29: El Camino Real (SR 82)/Encinal Ave-Menlo College Entrance Intersection Level Of Service Report
Crosswalk Yes No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 15.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
Version 2023 (SP 0-5)
Generated with
Bicycle Volume [bicycles/h] 0 4 2 4
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 0 0 1
v_co, Outbound Pedestrian Volume crossing 1 0 0 1
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 4 17 8 122 10 197 20 866 132 154 1533 27 Total 15-Minute Volume [veh/h] 1 4 2 31 3 49 5 217 33 38 383 7 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 Total Hourly Volume [veh/h] 4 16 8 117 10 188 19 828 126 147 1466 26 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 4 16 8 117 10 188 19 828 126 147 1466 26 Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
Version 2023 (SP 0-5)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 20.0 0.0 0.0 20.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No Yes No No No
l2, Clearance Lost Time [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 2.0 0.0 1.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 20 0 0 20 0 0 20 0 0 0 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 0 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 40 0 0 40 0 15 85 0 25 95 0
All red [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 0 40 0 0 40 0 10 35 0 25 35 0
Minimum Green [s] 0 10 0 0 10 0 10 10 0 10 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 8 0 1 6 0 5 2 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss ProtPer Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 84.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 150
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
Version 2023 (SP 0-5)
Generated with
95th-Percentile Queue Length [ft/ln] 28.83 10.67 586.64 267.96 35.47 135.90 39.81 21.99 125.09 138.87 95th-Percentile Queue Length [veh/ln] 1.15 0.43 23.47 10.72 1.42 5.44 1.59 0.88 5.00 5.55 50th-Percentile Queue Length [ft/ln] 16.01 5.93 325.91 163.21 19.71 75.50 22.12 12.22 69.49 77.15 50th-Percentile Queue Length [veh/ln] 0.64 0.24 13.04 6.53 0.79 3.02 0.88 0.49 2.78 3.09 Critical Lane Group No No Yes No Yes No No No No Yes
Lane Group LOS D D F D E A A A A A
d, Delay for Lane Group [s/veh] 46.44 42.93 896.36 49.79 71.76 6.20 5.38 3.14 4.73 5.31 X, volume / capacity 0.16 0.02 2.71 0.51 0.30 0.39 0.14 0.29 0.44 0.44 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.55 0.02 822.91 1.06 2.44 0.52 0.29 1.39 0.62 1.19 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.50 0.11 0.11 0.50 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 45.88 42.91 73.46 48.73 69.32 5.67 5.08 1.75 4.12 4.12 c, Capacity [veh/h] 133 390 49 384 67 2212 967 529 2315 1203 s, saturation flow rate [veh/h] 423 1589 10 1565 1781 3560 1556 690 3560 1851 (v / s)_i Volume / Saturation Flow Rate 0.05 0.01 12.59 0.13 0.01 0.24 0.08 0.22 0.29 0.29 g / C, Green / Cycle 0.25 0.25 0.25 0.25 0.04 0.62 0.62 0.71 0.65 0.65 g_i, Effective Green Time [s] 37 37 37 37 6 93 93 106 97 97 l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 2.00 2.00 0.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 150 150 150 150 150 150 150 150 150 150 Lane Group C R C R L C R L C C
Lane Group Calculations
Version 2023 (SP 0-5)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.44 46.44 42.93 896.36 896.36 49.79 71.76 6.20 5.38 3.14 4.92 5.31 Movement LOS D D D F F D E A A A A A
d_A, Approach Delay [s/veh] 45.47 389.45 7.38 4.77
Approach LOS D F A A
d_I, Intersection Delay [s/veh] 46.97
Intersection LOS D
Intersection V/C 13.239
Other Modes
g_Walk,mi, Effective Walk Time [s] 91.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 11.60 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 1.910 0.000 0.000 0.000 Crosswalk LOS A F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 493 493 1080 1213 d_b, Bicycle Delay [s] 42.56 42.65 15.89 11.63
I_b,int, Bicycle LOS Score for Intersection 1.607 2.102 2.399 2.502 Bicycle LOS A B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 8 - - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-5)
Generated with
Volume to Capacity (v/c): 0.626
Level Of Service: C
Delay (sec / veh): 31.6
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 30: El Camino Real (SR 82)/Glenwood Ave-Valparaiso Ave Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 25.00 35.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 205.00 100.00 130.00 120.00 100.00 100.00 190.00 100.00 105.00 180.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
Version 2023 (SP 0-5)
Generated with
Bicycle Volume [bicycles/h] 18 15 4 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 2 6 6 2
v_co, Outbound Pedestrian Volume crossing 2 6 6 2
v_di, Inbound Pedestrian Volume crossing m 5 3 5 2
v_do, Outbound Pedestrian Volume crossing 5 2 5 3
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 261 142 98 53 234 40 119 788 40 96 1091 214 Total 15-Minute Volume [veh/h] 65 35 24 13 59 10 30 197 10 24 273 53 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 Total Hourly Volume [veh/h] 243 132 91 49 218 37 111 733 37 89 1015 199 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 243 132 91 49 218 37 111 733 37 89 1015 199 Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
Version 2023 (SP 0-5)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 50.0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 50.0 50.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 1.5 0.0 0.0 1.5 0.0 1.5 2.2 0.0 2.0 2.6 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 26 0 0 26 0 0 16 0 0 18 0
Walk [s] 0 4 0 0 4 0 0 4 0 0 4 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 32 0 0 32 0 15 71 0 15 71 0
All red [s] 0.0 0.5 0.0 0.0 0.5 0.0 0.5 0.5 0.0 0.5 0.5 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.7 0.0 3.5 4.1 0.0 Maximum Green [s] 0 50 0 0 50 0 50 50 0 50 50 0
Minimum Green [s] 0 6 0 0 12 0 8 10 0 8 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 3 0 0 4 0 1 6 0 5 2 0
Control Type Split Split Split Split Split Split Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 80.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 150
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
Version 2023 (SP 0-5)
Generated with
95th-Percentile Queue Length [ft/ln] 303.74 311.80 157.66 82.28 360.79 61.94 214.62 202.38 18.86 179.56 316.56 117.01 95th-Percentile Queue Length [veh/ln] 12.15 12.47 6.31 3.29 14.43 2.48 8.58 8.10 0.75 7.18 12.66 4.68 50th-Percentile Queue Length [ft/ln] 190.55 196.78 87.59 45.71 235.07 34.41 123.49 114.60 10.48 99.76 200.46 65.01 50th-Percentile Queue Length [veh/ln] 7.62 7.87 3.50 1.83 9.40 1.38 4.94 4.58 0.42 3.99 8.02 2.60 Critical Lane Group Yes No No No Yes No Yes No No No Yes No Lane Group LOS E E E E E E F B A F B B
d, Delay for Lane Group [s/veh] 66.13 65.98 59.75 56.85 70.36 56.58 81.36 12.08 9.86 80.52 14.95 12.16 X, volume / capacity 0.76 0.76 0.45 0.20 0.86 0.18 0.87 0.41 0.05 0.82 0.58 0.26 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.56 4.41 1.43 0.38 7.74 0.39 14.77 0.65 0.11 12.92 1.30 0.78 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 61.57 61.57 58.31 56.46 62.62 56.20 66.59 11.43 9.75 67.59 13.65 11.38 c, Capacity [veh/h] 260 269 219 259 272 221 137 1926 831 117 1888 818 s, saturation flow rate [veh/h] 1781 1842 1496 1781 1870 1519 1781 3560 1536 1781 3560 1542 (v / s)_i Volume / Saturation Flow Rate 0.11 0.11 0.07 0.03 0.13 0.03 0.07 0.22 0.03 0.05 0.31 0.14 g / C, Green / Cycle 0.15 0.15 0.15 0.15 0.15 0.15 0.08 0.54 0.54 0.07 0.53 0.53 g_i, Effective Green Time [s] 22 22 22 22 22 22 12 81 81 10 80 80 l2, Clearance Lost Time [s] 1.50 1.50 1.50 1.50 1.50 1.50 1.50 2.20 2.20 2.00 2.60 2.60 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.20 4.20 4.00 4.60 4.60 C, Cycle Length [s] 150 150 150 150 150 150 150 150 150 150 150 150 Lane Group L C R L C R L C R L C R
Lane Group Calculations
Version 2023 (SP 0-5)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 66.09 65.98 59.75 56.85 70.36 56.58 81.36 12.08 9.86 80.52 14.95 12.16 Movement LOS E E E E E E F B A F B B
d_A, Approach Delay [s/veh] 64.82 66.48 20.69 19.02
Approach LOS E E C B
d_I, Intersection Delay [s/veh] 31.63
Intersection LOS C
Intersection V/C 0.626
Other Modes
g_Walk,mi, Effective Walk Time [s] 8.0 8.0 8.0 8.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 67.25 67.25 67.25 67.25
I_p,int, Pedestrian LOS Score for Intersectio 2.417 2.280 2.894 2.884 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 380 380 890 885 d_b, Bicycle Delay [s] 49.69 49.61 23.15 23.43
I_b,int, Bicycle LOS Score for Intersection 2.386 2.099 2.341 2.715 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 3 - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-5)
Generated with
Volume to Capacity (v/c): 0.845
Level Of Service: D
Delay (sec / veh): 29.6
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 40: Bay Rd/Ringwood Ave/Sonoma Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 25.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left2 Left Thru Right Left2 Left Thru Right Left2 Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound
Name Ringwood Avenue Sonoma Avenue Bay Road
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 136 8 17 240 0 8 37 6 4 7 163 243 Total 15-Minute Volume [veh/h] 34 2 4 60 0 2 9 1 1 2 41 61 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 122 7 15 216 0 7 33 5 4 6 147 219 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 122 7 15 216 0 7 33 5 4 6 147 219 Name Ringwood Avenue Sonoma Avenue Bay Road
Volumes
Version 2023 (SP 0-5)
Generated with
Intersection LOS
D
Intersection Delay [s/veh] 29.61
Approach LOSDBD
Approach Delay [s/veh] 27.43 12.33 28.74
95th-Percentile Queue Length [ft] 163.10 9.83 174.88
95th-Percentile Queue Length [veh] 6.52 0.39 7.00
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.75 0.12 0.77
Capacity per Entry Lane [veh/h] 533 437 540
Lanes
Intersection Settings
Version 2023 (SP 0-5)
Generated with
Crosswalk Yes Yes
Grade [%] 0.00 0.00
Speed [mph] 30.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Right2 Left Thru Right Right2 Lane Configuration
Approach Westbound Southwestbound
Name Bay Road Ringwood Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0
Total Analysis Volume [veh/h] 360 67 0 3 6 76 3 0
Total 15-Minute Volume [veh/h] 90 17 0 1 1 19 1 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 324 60 0 3 5 68 3 0
Other Volume [veh/h] 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 324 60 0 3 5 68 3 0
Name Bay Road Ringwood Avenue
Volumes
Version 2023 (SP 0-5)
Generated with
Intersection LOS D
Intersection Delay [s/veh] 29.61
Approach LOS E B
Approach Delay [s/veh] 37.77 13.26
95th-Percentile Queue Length [ft] 217.57 17.90
95th-Percentile Queue Length [veh] 8.70 0.72
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.85 0.20
Capacity per Entry Lane [veh/h] 509 436
Lanes
Intersection Settings
Version 2023 (SP 0-5)
Generated with
Intersection Analysis Summary
Report File: \...\EXPM.pdf 6/13/2023
Vistro File: \...\Vistro_AllScenarios_PM.vistro Scenario 16 Existing PM V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

NB Right 0.546 12.0 B
HCM 7th
Edition All-way stop Bay Rd/RingwoodAve/Sonoma Ave 40
NWB Left 0.646 28.3 C
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Glenwood Ave-Valparaiso
Ave
30 SWB Left 5.277 26.9 C
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Encinal Ave-Menlo College
Entrance
29 NWB Left 0.788 33.0 C
HCM 7th
Edition Signalized Middlefield Rd/RavenswoodAve 9
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Version 2023 (SP 0-5)
Generated with
Volume to Capacity (v/c): 0.788
Level Of Service: C
Delay (sec / veh): 33.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Middlefield Rd/Ravenswood Ave
Intersection Level Of Service Report
Crosswalk Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 35.00 35.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 120.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 1 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Northeastbound Northwestbound Southeastbound
Name Ravenswood Avenue Middlefield Road Middlefield Road Intersection Setup
Version 2023 (SP 0-5)
Generated with
Bicycle Volume [bicycles/h] 11 27 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 5 0 6
v_co, Outbound Pedestrian Volume crossing 6 0 5
v_di, Inbound Pedestrian Volume crossing m 12 11 0
v_do, Outbound Pedestrian Volume crossing 11 12 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 153 506 355 535 335 85
Total 15-Minute Volume [veh/h] 38 127 89 134 84 21
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 145 481 337 508 318 81
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 145 481 337 508 318 81
Name Ravenswood Avenue Middlefield Road Middlefield Road Volumes
Version 2023 (SP 0-5)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 20.0 20.0 20.0 20.0 20.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No Yes
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 0.0 0.0 2.6 0.0 0.0
l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 10 12 0 12 12 0
Walk [s] 7 7 0 7 7 0
Vehicle Extension [s] 2.5 3.6 3.0 3.0 3.6 0.0
Split [s] 50 50 60 110 50 0
All red [s] 1.0 1.0 1.0 1.0 1.0 0.0
Amber [s] 3.2 3.6 3.0 3.6 3.6 0.0
Maximum Green [s] 50 35 35 70 35 0
Minimum Green [s] 4 10 4 5 10 0
Lead / Lag Lead - Lead - - -
Auxiliary Signal Groups
Signal Group 3 2 1 6 2 4
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 58.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 160
Signal Coordination Group -
Located in CBD No
Intersection Settings
Version 2023 (SP 0-5)
Generated with
95th-Percentile Queue Length [ft/ln] 123.59 502.18 367.83 286.40 375.42 95th-Percentile Queue Length [veh/ln] 4.94 20.09 14.71 11.46 15.02 50th-Percentile Queue Length [ft/ln] 68.66 348.99 240.63 177.23 246.64 50th-Percentile Queue Length [veh/ln] 2.75 13.96 9.63 7.09 9.87 Critical Lane Group No Yes Yes No Yes
Lane Group LOS C D D B D
d, Delay for Lane Group [s/veh] 24.41 44.79 47.01 13.48 35.16 X, volume / capacity 0.24 0.91 0.84 0.49 0.67
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00
d2, Incremental Delay [s] 0.14 12.25 7.99 0.35 5.63
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00
k, delay calibration 0.08 0.24 0.19 0.11 0.50
d1, Uniform Delay [s] 24.27 32.54 39.01 13.13 29.53
c, Capacity [veh/h] 635 556 421 1088 627
s, saturation flow rate [veh/h] 1781 1560 1781 1870 1786 (v / s)_i Volume / Saturation Flow Rate 0.09 0.32 0.20 0.29 0.24 g / C, Green / Cycle 0.36 0.36 0.24 0.58 0.35
g_i, Effective Green Time [s] 38 38 25 62 38
l2, Clearance Lost Time [s] 0.00 0.00 0.00 2.60 0.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 2.00 2.00 2.00 4.60 2.00 C, Cycle Length [s] 107 107 107 107 107
Lane Group L R L C C
Lane Group Calculations
Version 2023 (SP 0-5)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 24.41 44.79 47.01 13.48 35.16 35.16 Movement LOS C D D B D D
d_A, Approach Delay [s/veh] 40.06 26.85 35.16
Approach LOS D C D
d_I, Intersection Delay [s/veh] 33.04
Intersection LOS C
Intersection V/C 0.788
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 43.09 43.09 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.306 2.632 0.000 Crosswalk LOS B B F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 856 1969 848 d_b, Bicycle Delay [s] 17.62 0.01 17.84
I_b,int, Bicycle LOS Score for Intersection 1.560 3.028 2.253 Bicycle LOS A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-5)
Generated with
Volume to Capacity (v/c): 5.277
Level Of Service: C
Delay (sec / veh): 26.9
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 29: El Camino Real (SR 82)/Encinal Ave-Menlo College Entrance Intersection Level Of Service Report
Crosswalk Yes No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 15.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
Version 2023 (SP 0-5)
Generated with
Bicycle Volume [bicycles/h] 3 3 14 3
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 17 14 35 121 3 197 30 1488 117 108 995 10 Total 15-Minute Volume [veh/h] 4 3 9 30 1 49 8 372 29 27 249 3 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 Total Hourly Volume [veh/h] 16 13 33 115 3 188 29 1420 112 103 949 10 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 1.30 0.00 1.40 0.00 1.50 1.20 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 16 13 33 115 3 188 29 1420 112 103 949 10 Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
Version 2023 (SP 0-5)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 20.0 0.0 0.0 20.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No Yes No No No
l2, Clearance Lost Time [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 2.0 0.0 1.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 20 0 0 20 0 0 20 0 0 20 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 27 0 0 27 0 15 58 0 25 68 0
All red [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 0 30 0 0 30 0 10 35 0 25 35 0
Minimum Green [s] 0 10 0 0 10 0 10 10 0 10 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 8 0 1 6 0 5 2 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss ProtPer Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 15.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 110
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
Version 2023 (SP 0-5)
Generated with
95th-Percentile Queue Length [ft/ln] 39.94 35.48 434.19 212.21 37.10 209.53 27.95 12.09 59.35 66.41 95th-Percentile Queue Length [veh/ln] 1.60 1.42 17.37 8.49 1.48 8.38 1.12 0.48 2.37 2.66 50th-Percentile Queue Length [ft/ln] 22.19 19.71 241.22 121.74 20.61 119.78 15.53 6.72 32.97 36.90 50th-Percentile Queue Length [veh/ln] 0.89 0.79 9.65 4.87 0.82 4.79 0.62 0.27 1.32 1.48 Critical Lane Group No No Yes No No Yes No Yes No No
Lane Group LOS D C F D D A A A A A
d, Delay for Lane Group [s/veh] 45.60 34.59 448.08 40.00 50.70 7.99 4.67 6.56 3.61 3.90 X, volume / capacity 0.38 0.10 1.76 0.58 0.30 0.69 0.12 0.26 0.29 0.29 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 9.08 0.13 393.40 1.54 1.70 1.82 0.27 1.54 0.32 0.61 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.34 0.11 0.50 0.11 0.11 0.50 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 36.52 34.47 54.68 38.46 48.99 6.18 4.40 5.01 3.29 3.29 c, Capacity [veh/h] 81 345 70 341 99 2161 948 412 2285 1193 s, saturation flow rate [veh/h] 139 1591 27 1574 1810 3578 1569 516 3583 1871 (v / s)_i Volume / Saturation Flow Rate 0.22 0.02 4.66 0.13 0.02 0.42 0.07 0.21 0.18 0.18 g / C, Green / Cycle 0.22 0.22 0.22 0.22 0.05 0.60 0.60 0.72 0.64 0.64 g_i, Effective Green Time [s] 24 24 24 24 6 66 66 79 70 70 l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 2.00 2.00 0.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 110 110 110 110 110 110 110 110 110 110 Lane Group C R C R L C R L C C
Lane Group Calculations
Version 2023 (SP 0-5)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.60 45.60 34.59 448.08 448.08 40.00 50.70 7.99 4.67 6.56 3.71 3.90 Movement LOS D D C F F D D A A A A A
d_A, Approach Delay [s/veh] 39.76 197.64 8.54 3.99
Approach LOS D F A A
d_I, Intersection Delay [s/veh] 26.94
Intersection LOS C
Intersection V/C 5.277
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 44.54 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 1.967 0.000 0.000 0.000 Crosswalk LOS A F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 436 436 982 1164 d_b, Bicycle Delay [s] 33.66 33.66 14.35 9.63
I_b,int, Bicycle LOS Score for Intersection 1.669 2.089 2.908 2.172 Bicycle LOS A B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 8 - - - - - - - - - - - - -
Ring 1 1 2 - - - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-5)
Generated with
Volume to Capacity (v/c): 0.646
Level Of Service: C
Delay (sec / veh): 28.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 30: El Camino Real (SR 82)/Glenwood Ave-Valparaiso Ave Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 25.00 35.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 205.00 100.00 130.00 120.00 100.00 100.00 190.00 100.00 105.00 180.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
Version 2023 (SP 0-5)
Generated with
Bicycle Volume [bicycles/h] 6 5 4 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 4 5 1
v_co, Outbound Pedestrian Volume crossing 1 5 4 1
v_di, Inbound Pedestrian Volume crossing m 9 2 8 1
v_do, Outbound Pedestrian Volume crossing 8 1 9 2
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 258 141 104 39 190 45 126 1409 51 40 871 125 Total 15-Minute Volume [veh/h] 65 35 26 10 47 11 32 352 13 10 218 31 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 Total Hourly Volume [veh/h] 245 134 99 37 180 43 120 1337 48 38 827 119 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 245 134 99 37 180 43 120 1337 48 38 827 119 Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
Version 2023 (SP 0-5)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 50.0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 50.0 50.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No Yes No Yes
l2, Clearance Lost Time [s] 0.0 1.5 0.0 0.0 1.5 0.0 1.5 2.2 0.0 2.0 2.6 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 26 0 0 26 0 0 16 0 0 18 0
Walk [s] 0 4 0 0 4 0 0 4 0 0 4 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 35 0 0 35 0 20 70 0 20 70 0
All red [s] 0.0 0.5 0.0 0.0 0.5 0.0 0.5 0.5 0.0 0.5 0.5 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.7 0.0 3.5 4.1 0.0 Maximum Green [s] 0 50 0 0 50 0 50 50 0 50 50 0
Minimum Green [s] 0 6 0 0 12 0 8 10 0 8 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 3 0 0 4 0 1 6 0 5 2 0
Control Type Split Split Split Split Split Split Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 40.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 160
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
Version 2023 (SP 0-5)
Generated with
95th-Percentile Queue Length [ft/ln] 315.81 324.30 179.14 66.49 323.37 77.52 232.72 320.04 19.22 77.44 225.48 62.54 95th-Percentile Queue Length [veh/ln] 12.63 12.97 7.17 2.66 12.93 3.10 9.31 12.80 0.77 3.10 9.02 2.50 50th-Percentile Queue Length [ft/ln] 199.88 206.47 99.52 36.94 205.75 43.07 136.81 203.16 10.68 43.02 131.46 34.75 50th-Percentile Queue Length [veh/ln] 8.00 8.26 3.98 1.48 8.23 1.72 5.47 8.13 0.43 1.72 5.26 1.39 Critical Lane Group Yes No No No Yes No No Yes No Yes No No Lane Group LOS E E E E E E F B A E B B
d, Delay for Lane Group [s/veh] 69.06 68.93 63.46 63.71 77.24 64.40 83.15 11.44 7.05 79.79 12.13 10.25 X, volume / capacity 0.74 0.74 0.46 0.18 0.84 0.24 0.85 0.67 0.06 0.53 0.44 0.15 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.97 3.84 1.48 0.40 8.31 0.67 12.89 1.69 0.12 5.76 0.72 0.36 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 65.09 65.09 61.98 63.31 68.93 63.73 70.26 9.75 6.93 74.03 11.41 9.89 c, Capacity [veh/h] 266 275 225 215 225 186 148 2112 914 75 1969 855 s, saturation flow rate [veh/h] 1781 1842 1504 1781 1870 1544 1781 3560 1542 1781 3560 1545 (v / s)_i Volume / Saturation Flow Rate 0.11 0.11 0.07 0.02 0.10 0.03 0.07 0.40 0.03 0.02 0.24 0.08 g / C, Green / Cycle 0.15 0.15 0.15 0.12 0.12 0.12 0.08 0.59 0.59 0.04 0.55 0.55 g_i, Effective Green Time [s] 24 24 24 19 19 19 13 95 95 7 89 89 l2, Clearance Lost Time [s] 1.50 1.50 1.50 1.50 1.50 1.50 1.50 2.20 2.20 2.00 2.60 2.60 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.20 4.20 4.00 4.60 4.60 C, Cycle Length [s] 160 160 160 160 160 160 160 160 160 160 160 160 Lane Group L C R L C R L C R L C R
Lane Group Calculations
Version 2023 (SP 0-5)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 69.03 68.93 63.46 63.71 77.24 64.40 83.15 11.44 7.05 79.79 12.13 10.25 Movement LOS E E E E E E F B A E B B
d_A, Approach Delay [s/veh] 67.85 73.21 17.00 14.51
Approach LOS E E B B
d_I, Intersection Delay [s/veh] 28.30
Intersection LOS C
Intersection V/C 0.646
Other Modes
g_Walk,mi, Effective Walk Time [s] 8.0 8.0 8.0 8.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 72.23 72.23 72.23 72.23
I_p,int, Pedestrian LOS Score for Intersectio 2.390 2.263 2.975 2.928 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 394 394 822 817 d_b, Bicycle Delay [s] 51.78 51.76 27.81 28.12
I_b,int, Bicycle LOS Score for Intersection 2.390 2.012 2.868 2.414 Bicycle LOS B B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 3 - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-5)
Generated with
Volume to Capacity (v/c): 0.546
Level Of Service: B
Delay (sec / veh): 12.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 40: Bay Rd/Ringwood Ave/Sonoma Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 25.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left2 Left Thru Right Left2 Left Thru Right Left2 Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound
Name Ringwood Avenue Sonoma Avenue Bay Road
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 132 20 18 235 0 3 16 6 1 1 75 123 Total 15-Minute Volume [veh/h] 33 5 5 59 0 1 4 2 0 0 19 31 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 Total Hourly Volume [veh/h] 123 19 17 219 0 3 15 6 1 1 70 115 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 123 19 17 219 0 3 15 6 1 1 70 115 Name Ringwood Avenue Sonoma Avenue Bay Road
Volumes
Version 2023 (SP 0-5)
Generated with
Intersection LOS
B
Intersection Delay [s/veh] 11.96
Approach LOSBAB
Approach Delay [s/veh] 13.51 8.84 10.06
95th-Percentile Queue Length [ft] 83.44 3.04 28.93
95th-Percentile Queue Length [veh] 3.34 0.12 1.16
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.55 0.04 0.28
Capacity per Entry Lane [veh/h] 742 641 710
Lanes
Intersection Settings
Version 2023 (SP 0-5)
Generated with
Crosswalk Yes Yes
Grade [%] 0.00 0.00
Speed [mph] 30.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Right2 Left Thru Right Right2 Lane Configuration
Approach Westbound Southwestbound
Name Bay Road Ringwood Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0
Total Analysis Volume [veh/h] 142 78 5 3 3 9 0 0
Total 15-Minute Volume [veh/h] 35 20 1 1 1 2 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 Total Hourly Volume [veh/h] 132 73 5 3 3 8 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 132 73 5 3 3 8 0 0
Name Bay Road Ringwood Avenue
Volumes
Version 2023 (SP 0-5)
Generated with
Intersection LOS
B
Intersection Delay [s/veh] 11.96
Approach LOSBA
Approach Delay [s/veh] 11.36 8.94
95th-Percentile Queue Length [ft] 38.72 1.48
95th-Percentile Queue Length [veh] 1.55 0.06
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.35 0.02
Capacity per Entry Lane [veh/h] 657 619
Lanes
Intersection Settings
Version 2023 (SP 0-5)
Generated with
Intersection Analysis Summary
Report File: P:\...\EPAM 2023-09-27.pdf 9/27/2023
Vistro File: P:\...\Vistro_AllScenarios_AM 2023-09-27.vistro Scenario 17 Existing plus Project AM V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

WB Left 0.870 31.5 D
HCM 7th
Edition All-way stop Bay Rd/RingwoodAve/Sonoma Ave 40
NWB Left 0.641 32.1 C
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Glenwood Ave-Valparaiso
Ave
30 SWB Left 14.528 49.0 D
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Encinal Ave-Menlo College
Entrance
29 NEB Right 0.770 44.7 D
HCM 7th
Edition Signalized Middlefield Rd/RavenswoodAve 9
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Version 2023 (SP 0-6)
Generated with
Volume to Capacity (v/c): 0.770
Level Of Service: D
Delay (sec / veh): 44.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Middlefield Rd/Ravenswood Ave
Intersection Level Of Service Report
Crosswalk Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 35.00 35.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 120.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 1 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Northeastbound Northwestbound Southeastbound
Name Ravenswood Avenue Middlefield Road Middlefield Road Intersection Setup
Version 2023 (SP 0-6)
Generated with
Bicycle Volume [bicycles/h] 22 39 37
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 0 1
v_co, Outbound Pedestrian Volume crossing 1 0 1
v_di, Inbound Pedestrian Volume crossing m 11 10 0
v_do, Outbound Pedestrian Volume crossing 10 11 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 103 387 430 453 357 90
Total 15-Minute Volume [veh/h] 26 97 108 113 89 23
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 Total Hourly Volume [veh/h] 96 360 400 421 332 84
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 96 360 400 421 332 84
Name Ravenswood Avenue Middlefield Road Middlefield Road Volumes
Version 2023 (SP 0-6)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 20.0 20.0 20.0 0.0 20.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No Yes Yes
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 0.0 0.0 2.6 0.0 0.0
l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 10 12 0 12 12 0
Walk [s] 7 7 0 7 7 0
Vehicle Extension [s] 2.5 3.6 3.0 3.6 3.6 0.0
Split [s] 30 52 38 90 52 0
All red [s] 1.0 1.0 1.0 1.0 1.0 0.0
Amber [s] 3.2 3.6 3.0 3.6 3.6 0.0
Maximum Green [s] 50 35 35 70 35 0
Minimum Green [s] 4 10 4 10 10 0
Lead / Lag Lead - Lead - - -
Auxiliary Signal Groups
Signal Group 3 2 1 6 2 4
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 61.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
Version 2023 (SP 0-6)
Generated with
95th-Percentile Queue Length [ft/ln] 112.65 570.82 511.24 187.20 373.87 95th-Percentile Queue Length [veh/ln] 4.51 22.83 20.45 7.49 14.95 50th-Percentile Queue Length [ft/ln] 62.58 387.50 356.43 104.00 245.41 50th-Percentile Queue Length [veh/ln] 2.50 15.50 14.26 4.16 9.82 Critical Lane Group No Yes Yes No Yes
Lane Group LOS D F E A C
d, Delay for Lane Group [s/veh] 37.55 94.62 58.74 7.35 27.64 X, volume / capacity 0.25 1.07 0.89 0.34 0.56
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00
d2, Incremental Delay [s] 0.23 49.12 16.67 0.70 2.90
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00
k, delay calibration 0.08 0.17 0.37 0.50 0.50
d1, Uniform Delay [s] 37.33 45.50 42.08 6.65 24.74
c, Capacity [veh/h] 418 361 483 1328 792
s, saturation flow rate [veh/h] 1781 1537 1781 1870 1783 (v / s)_i Volume / Saturation Flow Rate 0.06 0.25 0.24 0.24 0.25 g / C, Green / Cycle 0.23 0.23 0.27 0.71 0.45
g_i, Effective Green Time [s] 28 28 32 85 53
l2, Clearance Lost Time [s] 0.00 0.00 0.00 2.60 0.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 2.00 2.00 2.00 4.60 2.00 C, Cycle Length [s] 120 120 120 120 120
Lane Group L R L C C
Lane Group Calculations
Version 2023 (SP 0-6)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 37.55 94.62 58.74 7.35 27.64 27.64 Movement LOS D F E A C C
d_A, Approach Delay [s/veh] 82.62 32.38 27.64
Approach LOS F C C
d_I, Intersection Delay [s/veh] 44.74
Intersection LOS D
Intersection V/C 0.770
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.53 49.53 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.282 2.608 0.000 Crosswalk LOS B B F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 430 1423 790 d_b, Bicycle Delay [s] 37.41 5.10 22.40
I_b,int, Bicycle LOS Score for Intersection 1.560 3.017 2.297 Bicycle LOS A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-6)
Generated with
Volume to Capacity (v/c): 14.528
Level Of Service: D
Delay (sec / veh): 49.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 29: El Camino Real (SR 82)/Encinal Ave-Menlo College Entrance Intersection Level Of Service Report
Crosswalk Yes No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 15.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
Version 2023 (SP 0-6)
Generated with
Bicycle Volume [bicycles/h] 0 4 2 4
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 0 0 1
v_co, Outbound Pedestrian Volume crossing 1 0 0 1
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 4 17 8 126 10 200 20 891 134 156 1565 27 Total 15-Minute Volume [veh/h] 1 4 2 31 3 50 5 223 33 39 391 7 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 Total Hourly Volume [veh/h] 4 16 8 120 10 191 19 852 128 149 1496 26 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 4 16 8 120 10 191 19 852 128 149 1496 26 Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
Version 2023 (SP 0-6)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 20.0 0.0 0.0 20.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No Yes No Yes
l2, Clearance Lost Time [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 2.0 0.0 1.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 20 0 0 20 0 0 20 0 0 20 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 40 0 0 40 0 15 85 0 25 95 0
All red [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 0 40 0 0 40 0 10 35 0 25 35 0
Minimum Green [s] 0 10 0 0 10 0 10 10 0 10 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 8 0 1 6 0 5 2 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss ProtPer Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 84.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 150
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
Version 2023 (SP 0-6)
Generated with
95th-Percentile Queue Length [ft/ln] 28.82 10.67 609.07 271.72 35.47 140.60 40.49 22.64 128.26 142.53 95th-Percentile Queue Length [veh/ln] 1.15 0.43 24.36 10.87 1.42 5.62 1.62 0.91 5.13 5.70 50th-Percentile Queue Length [ft/ln] 16.01 5.93 338.37 166.06 19.71 78.11 22.49 12.58 71.26 79.19 50th-Percentile Queue Length [veh/ln] 0.64 0.24 13.53 6.64 0.79 3.12 0.90 0.50 2.85 3.17 Critical Lane Group No No Yes No Yes No No No No Yes
Lane Group LOS D D F D E A A A A A
d, Delay for Lane Group [s/veh] 46.42 42.90 935.39 49.90 71.76 6.27 5.40 3.33 4.79 5.39 X, volume / capacity 0.16 0.02 2.80 0.52 0.30 0.40 0.14 0.30 0.45 0.45 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.55 0.02 861.89 1.09 2.44 0.55 0.30 1.49 0.64 1.23 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.50 0.11 0.11 0.50 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 45.86 42.88 73.50 48.81 69.32 5.72 5.10 1.84 4.15 4.15 c, Capacity [veh/h] 133 391 49 385 67 2211 966 518 2314 1203 s, saturation flow rate [veh/h] 423 1589 10 1565 1781 3560 1556 678 3560 1851 (v / s)_i Volume / Saturation Flow Rate 0.05 0.01 13.84 0.13 0.01 0.25 0.09 0.23 0.29 0.29 g / C, Green / Cycle 0.25 0.25 0.25 0.25 0.04 0.62 0.62 0.71 0.65 0.65 g_i, Effective Green Time [s] 37 37 37 37 6 93 93 106 97 97 l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 2.00 2.00 0.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 150 150 150 150 150 150 150 150 150 150 Lane Group C R C R L C R L C C
Lane Group Calculations
Version 2023 (SP 0-6)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.42 46.42 42.90 935.39 935.39 49.90 71.76 6.27 5.40 3.33 4.99 5.39 Movement LOS D D D F F D E A A A A A
d_A, Approach Delay [s/veh] 45.45 408.31 7.41 4.85
Approach LOS D F A A
d_I, Intersection Delay [s/veh] 49.00
Intersection LOS D
Intersection V/C 14.528
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 64.40 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 1.979 0.000 0.000 0.000 Crosswalk LOS A F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 493 493 1080 1213 d_b, Bicycle Delay [s] 42.56 42.65 15.89 11.63
I_b,int, Bicycle LOS Score for Intersection 1.607 2.114 2.422 2.521 Bicycle LOS A B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 8 - - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-6)
Generated with
Volume to Capacity (v/c): 0.641
Level Of Service: C
Delay (sec / veh): 32.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 30: El Camino Real (SR 82)/Glenwood Ave-Valparaiso Ave Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 25.00 35.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 205.00 100.00 130.00 120.00 100.00 100.00 190.00 100.00 105.00 180.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
Version 2023 (SP 0-6)
Generated with
Bicycle Volume [bicycles/h] 18 15 4 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 2 6 6 2
v_co, Outbound Pedestrian Volume crossing 2 6 6 2
v_di, Inbound Pedestrian Volume crossing m 5 3 5 2
v_do, Outbound Pedestrian Volume crossing 5 2 5 3
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 271 143 105 53 237 41 123 806 40 97 1118 218 Total 15-Minute Volume [veh/h] 68 36 26 13 59 10 31 202 10 24 280 55 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 Total Hourly Volume [veh/h] 252 133 98 49 220 38 114 750 37 90 1040 203 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 252 133 98 49 220 38 114 750 37 90 1040 203 Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
Version 2023 (SP 0-6)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 50.0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 50.0 50.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 1.5 0.0 0.0 1.5 0.0 1.5 2.2 0.0 2.0 2.6 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 26 0 0 26 0 0 16 0 0 18 0
Walk [s] 0 4 0 0 4 0 0 4 0 0 4 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 32 0 0 32 0 15 71 0 15 71 0
All red [s] 0.0 0.5 0.0 0.0 0.5 0.0 0.5 0.5 0.0 0.5 0.5 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.7 0.0 3.5 4.1 0.0 Maximum Green [s] 0 50 0 0 50 0 50 50 0 50 50 0
Minimum Green [s] 0 6 0 0 12 0 8 10 0 8 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 3 0 0 4 0 1 6 0 5 2 0
Control Type Split Split Split Split Split Split Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 80.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 150
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
Version 2023 (SP 0-6)
Generated with
95th-Percentile Queue Length [ft/ln] 310.68 318.73 169.22 82.12 364.73 63.41 223.77 210.89 19.31 181.33 335.04 121.91 95th-Percentile Queue Length [veh/ln] 12.43 12.75 6.77 3.28 14.59 2.54 8.95 8.44 0.77 7.25 13.40 4.88 50th-Percentile Queue Length [ft/ln] 195.90 202.15 94.01 45.62 238.18 35.23 130.21 120.77 10.73 100.74 214.85 67.73 50th-Percentile Queue Length [veh/ln] 7.84 8.09 3.76 1.82 9.53 1.41 5.21 4.83 0.43 4.03 8.59 2.71 Critical Lane Group Yes No No No Yes No Yes No No No Yes No Lane Group LOS E E E E E E F B B F B B
d, Delay for Lane Group [s/veh] 66.03 65.88 59.76 56.65 70.33 56.44 84.43 12.58 10.19 80.45 15.63 12.54 X, volume / capacity 0.77 0.77 0.47 0.20 0.86 0.18 0.90 0.42 0.05 0.82 0.60 0.27 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.64 4.49 1.54 0.38 7.81 0.39 17.68 0.69 0.11 12.91 1.41 0.81 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 61.39 61.39 58.22 56.28 62.52 56.05 66.75 11.90 10.08 67.53 14.22 11.73 c, Capacity [veh/h] 265 274 223 262 275 224 137 1909 824 118 1874 811 s, saturation flow rate [veh/h] 1781 1841 1498 1781 1870 1519 1781 3560 1536 1781 3560 1542 (v / s)_i Volume / Saturation Flow Rate 0.11 0.11 0.07 0.03 0.13 0.03 0.07 0.23 0.03 0.05 0.31 0.14 g / C, Green / Cycle 0.15 0.15 0.15 0.15 0.15 0.15 0.08 0.54 0.54 0.07 0.53 0.53 g_i, Effective Green Time [s] 22 22 22 22 22 22 12 81 81 10 79 79 l2, Clearance Lost Time [s] 1.50 1.50 1.50 1.50 1.50 1.50 1.50 2.20 2.20 2.00 2.60 2.60 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.20 4.20 4.00 4.60 4.60 C, Cycle Length [s] 150 150 150 150 150 150 150 150 150 150 150 150 Lane Group L C R L C R L C R L C R
Lane Group Calculations
Version 2023 (SP 0-6)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 66.00 65.88 59.76 56.65 70.33 56.44 84.43 12.58 10.19 80.45 15.63 12.54 Movement LOS E E E E E E F B B F B B
d_A, Approach Delay [s/veh] 64.70 66.42 21.60 19.54
Approach LOS E E C B
d_I, Intersection Delay [s/veh] 32.14
Intersection LOS C
Intersection V/C 0.641
Other Modes
g_Walk,mi, Effective Walk Time [s] 8.0 8.0 8.0 8.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 67.25 67.25 67.25 67.25
I_p,int, Pedestrian LOS Score for Intersectio 2.425 2.281 2.905 2.893 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 380 380 890 885 d_b, Bicycle Delay [s] 49.69 49.61 23.15 23.43
I_b,int, Bicycle LOS Score for Intersection 2.416 2.106 2.359 2.742 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 3 - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-6)
Generated with
Volume to Capacity (v/c): 0.870
Level Of Service: D
Delay (sec / veh): 31.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 40: Bay Rd/Ringwood Ave/Sonoma Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 25.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left2 Left Thru Right Left2 Left Thru Right Left2 Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound
Name Ringwood Avenue Sonoma Avenue Bay Road
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 146 17 242 0 13 113 9 0 11 173 250 Total 15-Minute Volume [veh/h] 0 36 4 61 0 3 28 2 0 3 43 63 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 0 131 15 218 0 12 102 8 0 10 156 225 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 131 15 218 0 12 102 8 0 10 156 225 Name Ringwood Avenue Sonoma Avenue Bay Road
Volumes
Version 2023 (SP 0-6)
Generated with
Intersection LOS
D
Intersection Delay [s/veh] 31.51
Approach LOSCCD
Approach Delay [s/veh] 24.93 15.06 32.81
95th-Percentile Queue Length [ft] 152.27 32.89 199.27
95th-Percentile Queue Length [veh] 6.09 1.32 7.97
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.73 0.31 0.81
Capacity per Entry Lane [veh/h] 556 432 534
Lanes
Intersection Settings
Version 2023 (SP 0-6)
Generated with
Crosswalk Yes Yes
Grade [%] 0.00 0.00
Speed [mph] 30.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Right2 Left Thru Right Right2 Lane Configuration
Approach Westbound Southwestbound
Name Bay Road Ringwood Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0
Total Analysis Volume [veh/h] 363 70 3 0 0 0 0 0
Total 15-Minute Volume [veh/h] 91 18 1 0 0 0 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 327 63 3 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 327 63 3 0 0 0 0 0
Name Bay Road Ringwood Avenue
Volumes
Version 2023 (SP 0-6)
Generated with
Intersection LOS D
Intersection Delay [s/veh] 31.51
Approach LOS E A
Approach Delay [s/veh] 41.42 0.00
95th-Percentile Queue Length [ft] 233.41 0.00
95th-Percentile Queue Length [veh] 9.34 0.00
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.87 0.00
Capacity per Entry Lane [veh/h] 501 426
Lanes
Intersection Settings
Version 2023 (SP 0-6)
Generated with
Intersection Analysis Summary
Report File: P:\...\EPPM 2023-09-27.pdf 9/27/2023
Vistro File: P:\...\Vistro_AllScenarios_PM 2023-09-27.vistro Scenario 17 Existing plus Project PM V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

NB Right 0.563 12.4 B
HCM 7th
Edition All-way stop Bay Rd/RingwoodAve/Sonoma Ave 40
NWB Left 0.658 28.8 C
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Glenwood Ave-Valparaiso
Ave
30 SWB Left 5.502 27.5 C
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Encinal Ave-Menlo College
Entrance
29 NWB Left 0.801 34.2 C
HCM 7th
Edition Signalized Middlefield Rd/RavenswoodAve 9
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Version 2023 (SP 0-6)
Generated with
Volume to Capacity (v/c): 0.801
Level Of Service: C
Delay (sec / veh): 34.2
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Middlefield Rd/Ravenswood Ave
Intersection Level Of Service Report
Crosswalk Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 35.00 35.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 120.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 1 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Northeastbound Northwestbound Southeastbound
Name Ravenswood Avenue Middlefield Road Middlefield Road Intersection Setup
Version 2023 (SP 0-6)
Generated with
Bicycle Volume [bicycles/h] 11 27 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 5 0 6
v_co, Outbound Pedestrian Volume crossing 6 0 5
v_di, Inbound Pedestrian Volume crossing m 12 11 0
v_do, Outbound Pedestrian Volume crossing 11 12 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 154 515 360 541 341 86
Total 15-Minute Volume [veh/h] 38 129 90 135 85 22
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 146 489 342 514 324 82
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 146 489 342 514 324 82
Name Ravenswood Avenue Middlefield Road Middlefield Road Volumes
Version 2023 (SP 0-6)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 20.0 20.0 20.0 20.0 20.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No Yes
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 0.0 0.0 2.6 0.0 0.0
l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 10 12 0 12 12 0
Walk [s] 7 7 0 7 7 0
Vehicle Extension [s] 2.5 3.6 3.0 3.0 3.6 0.0
Split [s] 50 50 60 110 50 0
All red [s] 1.0 1.0 1.0 1.0 1.0 0.0
Amber [s] 3.2 3.6 3.0 3.6 3.6 0.0
Maximum Green [s] 50 35 35 70 35 0
Minimum Green [s] 4 10 4 5 10 0
Lead / Lag Lead - Lead - - -
Auxiliary Signal Groups
Signal Group 3 2 1 6 2 4
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 58.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 160
Signal Coordination Group -
Located in CBD No
Intersection Settings
Version 2023 (SP 0-6)
Generated with
95th-Percentile Queue Length [ft/ln] 125.81 521.95 380.23 298.07 393.46 95th-Percentile Queue Length [veh/ln] 5.03 20.88 15.21 11.92 15.74 50th-Percentile Queue Length [ft/ln] 69.90 365.24 250.46 186.18 260.99 50th-Percentile Queue Length [veh/ln] 2.80 14.61 10.02 7.45 10.44 Critical Lane Group No Yes Yes No Yes
Lane Group LOS C D D B D
d, Delay for Lane Group [s/veh] 24.47 46.22 48.33 14.01 37.02 X, volume / capacity 0.24 0.91 0.85 0.50 0.69
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00
d2, Incremental Delay [s] 0.14 13.34 8.73 0.36 6.30
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00
k, delay calibration 0.08 0.26 0.21 0.11 0.50
d1, Uniform Delay [s] 24.33 32.88 39.59 13.65 30.72
c, Capacity [veh/h] 644 564 425 1081 616
s, saturation flow rate [veh/h] 1781 1560 1781 1870 1786 (v / s)_i Volume / Saturation Flow Rate 0.09 0.33 0.20 0.29 0.24 g / C, Green / Cycle 0.36 0.36 0.24 0.58 0.35
g_i, Effective Green Time [s] 39 39 26 63 38
l2, Clearance Lost Time [s] 0.00 0.00 0.00 2.60 0.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 2.00 2.00 2.00 4.60 2.00 C, Cycle Length [s] 109 109 109 109 109
Lane Group L R L C C
Lane Group Calculations
Version 2023 (SP 0-6)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 24.47 46.22 48.33 14.01 37.02 37.02 Movement LOS C D D B D D
d_A, Approach Delay [s/veh] 41.21 27.72 37.02
Approach LOS D C D
d_I, Intersection Delay [s/veh] 34.23
Intersection LOS C
Intersection V/C 0.801
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 43.98 43.98 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.312 2.640 0.000 Crosswalk LOS B B F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 841 1936 834 d_b, Bicycle Delay [s] 18.36 0.06 18.58
I_b,int, Bicycle LOS Score for Intersection 1.560 3.046 2.264 Bicycle LOS A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-6)
Generated with
Volume to Capacity (v/c): 5.502
Level Of Service: C
Delay (sec / veh): 27.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 29: El Camino Real (SR 82)/Encinal Ave-Menlo College Entrance Intersection Level Of Service Report
Crosswalk Yes No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 15.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
Version 2023 (SP 0-6)
Generated with
Bicycle Volume [bicycles/h] 3 3 14 3
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 17 14 35 123 3 200 30 1524 121 111 1025 10 Total 15-Minute Volume [veh/h] 4 3 9 31 1 50 8 381 30 28 256 3 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 Total Hourly Volume [veh/h] 16 13 33 117 3 191 29 1454 115 106 978 10 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 1.30 0.00 1.40 0.00 1.50 1.20 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 16 13 33 117 3 191 29 1454 115 106 978 10 Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
Version 2023 (SP 0-6)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 20.0 0.0 0.0 20.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No Yes No No No
l2, Clearance Lost Time [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 2.0 0.0 1.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 20 0 0 20 0 0 20 0 0 20 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 27 0 0 27 0 15 58 0 25 68 0
All red [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 0 30 0 0 30 0 10 35 0 25 35 0
Minimum Green [s] 0 10 0 0 10 0 10 10 0 10 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 8 0 1 6 0 5 2 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss ProtPer Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 15.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 110
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
Version 2023 (SP 0-6)
Generated with
95th-Percentile Queue Length [ft/ln] 39.98 35.47 445.32 215.17 37.10 216.08 29.03 12.77 61.38 68.73 95th-Percentile Queue Length [veh/ln] 1.60 1.42 17.81 8.61 1.48 8.64 1.16 0.51 2.46 2.75 50th-Percentile Queue Length [ft/ln] 22.21 19.71 247.40 123.89 20.61 124.56 16.13 7.09 34.10 38.18 50th-Percentile Queue Length [veh/ln] 0.89 0.79 9.90 4.96 0.82 4.98 0.65 0.28 1.36 1.53 Critical Lane Group No No Yes No No Yes No Yes No No
Lane Group LOS D C F D D A A A A A
d, Delay for Lane Group [s/veh] 45.64 34.57 461.70 40.11 50.70 8.29 4.71 7.60 3.64 3.95 X, volume / capacity 0.38 0.10 1.79 0.59 0.30 0.71 0.13 0.28 0.30 0.30 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 9.14 0.13 407.02 1.59 1.70 1.97 0.28 1.69 0.33 0.64 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.34 0.11 0.50 0.11 0.11 0.50 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 36.50 34.45 54.68 38.52 48.99 6.32 4.43 5.92 3.31 3.31 c, Capacity [veh/h] 81 345 70 342 99 2159 947 403 2284 1193 s, saturation flow rate [veh/h] 138 1591 26 1574 1810 3578 1569 506 3583 1871 (v / s)_i Volume / Saturation Flow Rate 0.22 0.02 4.87 0.13 0.02 0.43 0.08 0.22 0.19 0.19 g / C, Green / Cycle 0.22 0.22 0.22 0.22 0.05 0.60 0.60 0.72 0.64 0.64 g_i, Effective Green Time [s] 24 24 24 24 6 66 66 79 70 70 l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 2.00 2.00 0.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 110 110 110 110 110 110 110 110 110 110 Lane Group C R C R L C R L C C
Lane Group Calculations
Version 2023 (SP 0-6)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.64 45.64 34.57 461.70 461.70 40.11 50.70 8.29 4.71 7.60 3.75 3.95 Movement LOS D D C F F D D A A A A A
d_A, Approach Delay [s/veh] 39.77 203.06 8.79 4.12
Approach LOS D F A A
d_I, Intersection Delay [s/veh] 27.47
Intersection LOS C
Intersection V/C 5.502
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 44.54 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 1.967 0.000 0.000 0.000 Crosswalk LOS A F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 436 436 982 1164 d_b, Bicycle Delay [s] 33.66 33.66 14.35 9.63
I_b,int, Bicycle LOS Score for Intersection 1.669 2.098 2.941 2.190 Bicycle LOS A B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 8 - - - - - - - - - - - - -
Ring 1 1 2 - - - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-6)
Generated with
Volume to Capacity (v/c): 0.658
Level Of Service: C
Delay (sec / veh): 28.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 30: El Camino Real (SR 82)/Glenwood Ave-Valparaiso Ave Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 25.00 35.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 205.00 100.00 130.00 120.00 100.00 100.00 190.00 100.00 105.00 180.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
Version 2023 (SP 0-6)
Generated with
Bicycle Volume [bicycles/h] 6 5 4 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 4 5 1
v_co, Outbound Pedestrian Volume crossing 1 5 4 1
v_di, Inbound Pedestrian Volume crossing m 9 2 8 1
v_do, Outbound Pedestrian Volume crossing 8 1 9 2
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 266 142 111 39 192 47 135 1440 51 39 895 133 Total 15-Minute Volume [veh/h] 66 36 28 10 48 12 34 360 13 10 224 33 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 Total Hourly Volume [veh/h] 252 135 105 37 182 45 128 1367 48 37 849 126 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 252 135 105 37 182 45 128 1367 48 37 849 126 Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
Version 2023 (SP 0-6)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 50.0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 50.0 50.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No Yes No Yes
l2, Clearance Lost Time [s] 0.0 1.5 0.0 0.0 1.5 0.0 1.5 2.2 0.0 2.0 2.6 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 26 0 0 26 0 0 16 0 0 18 0
Walk [s] 0 4 0 0 4 0 0 4 0 0 4 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 35 0 0 35 0 20 70 0 20 70 0
All red [s] 0.0 0.5 0.0 0.0 0.5 0.0 0.5 0.5 0.0 0.5 0.5 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.7 0.0 3.5 4.1 0.0 Maximum Green [s] 0 50 0 0 50 0 50 50 0 50 50 0
Minimum Green [s] 0 6 0 0 12 0 8 10 0 8 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 3 0 0 4 0 1 6 0 5 2 0
Control Type Split Split Split Split Split Split Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 40.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 160
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
Version 2023 (SP 0-6)
Generated with
95th-Percentile Queue Length [ft/ln] 321.91 330.40 191.17 66.40 326.16 80.97 245.27 340.78 19.55 75.47 243.08 69.66 95th-Percentile Queue Length [veh/ln] 12.88 13.22 7.65 2.66 13.05 3.24 9.81 13.63 0.78 3.02 9.72 2.79 50th-Percentile Queue Length [ft/ln] 204.61 211.22 106.53 36.89 207.92 44.99 146.14 219.34 10.86 41.93 144.51 38.70 50th-Percentile Queue Length [veh/ln] 8.18 8.45 4.26 1.48 8.32 1.80 5.85 8.77 0.43 1.68 5.78 1.55 Critical Lane Group Yes No No No Yes No No Yes No Yes No No Lane Group LOS E E E E E E F B A E B B
d, Delay for Lane Group [s/veh] 69.03 68.90 63.60 63.56 77.19 64.36 82.71 11.99 7.21 79.68 13.01 10.92 X, volume / capacity 0.74 0.74 0.49 0.18 0.85 0.25 0.86 0.68 0.06 0.52 0.46 0.16 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.06 3.93 1.61 0.39 8.34 0.69 12.97 1.84 0.12 5.62 0.79 0.40 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 64.98 64.97 61.98 63.17 68.85 63.66 69.74 10.15 7.09 74.05 12.21 10.52 c, Capacity [veh/h] 270 279 228 216 227 188 156 2102 910 74 1941 842 s, saturation flow rate [veh/h] 1781 1841 1505 1781 1870 1545 1781 3560 1542 1781 3560 1545 (v / s)_i Volume / Saturation Flow Rate 0.11 0.11 0.07 0.02 0.10 0.03 0.08 0.40 0.03 0.02 0.25 0.09 g / C, Green / Cycle 0.15 0.15 0.15 0.12 0.12 0.12 0.09 0.59 0.59 0.04 0.55 0.55 g_i, Effective Green Time [s] 24 24 24 19 19 19 14 95 95 7 87 87 l2, Clearance Lost Time [s] 1.50 1.50 1.50 1.50 1.50 1.50 1.50 2.20 2.20 2.00 2.60 2.60 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.20 4.20 4.00 4.60 4.60 C, Cycle Length [s] 160 160 160 160 160 160 160 160 160 160 160 160 Lane Group L C R L C R L C R L C R
Lane Group Calculations
Version 2023 (SP 0-6)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 69.00 68.90 63.60 63.56 77.19 64.36 82.71 11.99 7.21 79.68 13.01 10.92 Movement LOS E E E E E E F B A E B B
d_A, Approach Delay [s/veh] 67.82 73.11 17.71 15.18
Approach LOS E E B B
d_I, Intersection Delay [s/veh] 28.80
Intersection LOS C
Intersection V/C 0.658
Other Modes
g_Walk,mi, Effective Walk Time [s] 8.0 8.0 8.0 8.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 72.23 72.23 72.23 72.23
I_p,int, Pedestrian LOS Score for Intersectio 2.399 2.264 2.988 2.940 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 394 394 822 817 d_b, Bicycle Delay [s] 51.78 51.76 27.81 28.12
I_b,int, Bicycle LOS Score for Intersection 2.416 2.018 2.901 2.440 Bicycle LOS B B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 3 - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-6)
Generated with
Volume to Capacity (v/c): 0.563
Level Of Service: B
Delay (sec / veh): 12.4
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 40: Bay Rd/Ringwood Ave/Sonoma Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 25.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left2 Left Thru Right Left2 Left Thru Right Left2 Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound
Name Ringwood Avenue Sonoma Avenue Bay Road
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 157 18 237 0 6 25 6 0 2 82 127 Total 15-Minute Volume [veh/h] 0 39 5 59 0 2 6 2 0 1 20 32 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 Total Hourly Volume [veh/h] 0 146 17 221 0 6 23 6 0 2 76 118 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 146 17 221 0 6 23 6 0 2 76 118 Name Ringwood Avenue Sonoma Avenue Bay Road
Volumes
Version 2023 (SP 0-6)
Generated with
Intersection LOS
B
Intersection Delay [s/veh] 12.40
Approach LOSBAB
Approach Delay [s/veh] 14.07 9.15 10.39
95th-Percentile Queue Length [ft] 88.80 4.73 31.90
95th-Percentile Queue Length [veh] 3.55 0.19 1.28
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.56 0.06 0.30
Capacity per Entry Lane [veh/h] 732 623 697
Lanes
Intersection Settings
Version 2023 (SP 0-6)
Generated with
Crosswalk Yes Yes
Grade [%] 0.00 0.00
Speed [mph] 30.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Right2 Left Thru Right Right2 Lane Configuration
Approach Westbound Southwestbound
Name Bay Road Ringwood Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0
Total Analysis Volume [veh/h] 143 88 9 0 0 0 0 0
Total 15-Minute Volume [veh/h] 36 22 2 0 0 0 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 Total Hourly Volume [veh/h] 133 82 8 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 133 82 8 0 0 0 0 0
Name Bay Road Ringwood Avenue
Volumes
Version 2023 (SP 0-6)
Generated with
Intersection LOS
B
Intersection Delay [s/veh] 12.40
Approach LOSBA
Approach Delay [s/veh] 11.78 0.00
95th-Percentile Queue Length [ft] 42.65 0.00
95th-Percentile Queue Length [veh] 1.71 0.00
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.37 0.00
Capacity per Entry Lane [veh/h] 648 609
Lanes
Intersection Settings
Version 2023 (SP 0-6)
Generated with
Intersection Analysis Summary
Report File: \...\CAM.pdf 6/13/2023
Vistro File: \...\Vistro_AllScenarios_AM.vistro Scenario 18 Cumulative AM V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

WB Left 0.927 39.3 E
HCM 7th
Edition All-way stop Bay Rd/RingwoodAve/Sonoma Ave 40
NWB Left 0.637 32.3 C
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Glenwood Ave-Valparaiso
Ave
30 SWB Left 5.211 44.8 D
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Encinal Ave-Menlo College
Entrance
29 NEB Right 0.906 77.5 E
HCM 7th
Edition Signalized Middlefield Rd/RavenswoodAve 9
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Version 2023 (SP 0-5)
Generated with
Volume to Capacity (v/c): 0.906
Level Of Service: E
Delay (sec / veh): 77.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Middlefield Rd/Ravenswood Ave
Intersection Level Of Service Report
Crosswalk Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 35.00 35.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 120.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 1 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Northeastbound Northwestbound Southeastbound
Name Ravenswood Avenue Middlefield Road Middlefield Road Intersection Setup
Version 2023 (SP 0-5)
Generated with
Bicycle Volume [bicycles/h] 22 39 37
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 0 1
v_co, Outbound Pedestrian Volume crossing 1 0 1
v_di, Inbound Pedestrian Volume crossing m 11 10 0
v_do, Outbound Pedestrian Volume crossing 10 11 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 111 480 527 503 397 83
Total 15-Minute Volume [veh/h] 28 120 132 126 99 21
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 Total Hourly Volume [veh/h] 103 446 490 468 369 77
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 103 446 490 468 369 77
Name Ravenswood Avenue Middlefield Road Middlefield Road Volumes
Version 2023 (SP 0-5)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 20.0 20.0 20.0 0.0 20.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No Yes Yes
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 0.0 0.0 2.6 0.0 0.0
l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 10 12 0 12 12 0
Walk [s] 7 7 0 7 7 0
Vehicle Extension [s] 2.5 3.6 3.0 3.6 3.6 0.0
Split [s] 30 52 38 90 52 0
All red [s] 1.0 1.0 1.0 1.0 1.0 0.0
Amber [s] 3.2 3.6 3.0 3.6 3.6 0.0
Maximum Green [s] 50 35 35 70 35 0
Minimum Green [s] 4 10 4 10 10 0
Lead / Lag Lead - Lead - - -
Auxiliary Signal Groups
Signal Group 3 2 1 6 2 4
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 61.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
Version 2023 (SP 0-5)
Generated with
95th-Percentile Queue Length [ft/ln] 122.01 1009.69 697.16 209.65 429.74 95th-Percentile Queue Length [veh/ln] 4.88 40.39 27.89 8.39 17.19 50th-Percentile Queue Length [ft/ln] 67.78 664.06 511.68 119.87 290.08 50th-Percentile Queue Length [veh/ln] 2.71 26.56 20.47 4.79 11.60 Critical Lane Group No Yes Yes No Yes
Lane Group LOS D F E A C
d, Delay for Lane Group [s/veh] 37.76 204.99 77.69 7.72 32.26 X, volume / capacity 0.27 1.33 0.99 0.38 0.64
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00
d2, Incremental Delay [s] 0.25 159.49 35.88 0.82 4.25
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00
k, delay calibration 0.08 0.29 0.50 0.50 0.50
d1, Uniform Delay [s] 37.51 45.50 41.81 6.89 28.01
c, Capacity [veh/h] 418 361 534 1328 745
s, saturation flow rate [veh/h] 1781 1537 1781 1870 1794 (v / s)_i Volume / Saturation Flow Rate 0.06 0.31 0.30 0.27 0.27 g / C, Green / Cycle 0.23 0.23 0.30 0.71 0.42
g_i, Effective Green Time [s] 28 28 36 85 50
l2, Clearance Lost Time [s] 0.00 0.00 0.00 2.60 0.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 2.00 2.00 2.00 4.60 2.00 C, Cycle Length [s] 120 120 120 120 120
Lane Group L R L C C
Lane Group Calculations
Version 2023 (SP 0-5)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 37.76 204.99 77.69 7.72 32.26 32.26 Movement LOS D F E A C C
d_A, Approach Delay [s/veh] 173.58 43.52 32.26
Approach LOS F D C
d_I, Intersection Delay [s/veh] 77.53
Intersection LOS E
Intersection V/C 0.906
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.53 49.53 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.344 2.687 0.000 Crosswalk LOS B B F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 430 1423 790 d_b, Bicycle Delay [s] 37.41 5.10 22.40
I_b,int, Bicycle LOS Score for Intersection 1.560 3.259 2.352 Bicycle LOS A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-5)
Generated with
Volume to Capacity (v/c): 5.211
Level Of Service: D
Delay (sec / veh): 44.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 29: El Camino Real (SR 82)/Encinal Ave-Menlo College Entrance Intersection Level Of Service Report
Crosswalk Yes No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 15.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
Version 2023 (SP 0-5)
Generated with
Bicycle Volume [bicycles/h] 0 4 2 4
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 0 0 1
v_co, Outbound Pedestrian Volume crossing 1 0 0 1
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 4 17 8 122 10 340 20 866 140 180 1554 27 Total 15-Minute Volume [veh/h] 1 4 2 31 3 85 5 217 35 45 389 7 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 Total Hourly Volume [veh/h] 4 16 8 117 10 325 19 828 134 172 1486 26 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 4 16 8 117 10 325 19 828 134 172 1486 26 Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
Version 2023 (SP 0-5)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 20.0 0.0 0.0 20.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No Yes No Yes
l2, Clearance Lost Time [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 2.0 0.0 1.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 20 0 0 20 0 0 20 0 0 0 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 0 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 40 0 0 40 0 15 85 0 25 95 0
All red [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 0 40 0 0 40 0 10 35 0 25 35 0
Minimum Green [s] 0 10 0 0 10 0 10 10 0 10 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 8 0 1 6 0 5 2 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss ProtPer Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 84.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 150
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
Version 2023 (SP 0-5)
Generated with
95th-Percentile Queue Length [ft/ln] 28.80 10.66 571.72 511.21 35.47 136.21 42.45 26.75 127.25 141.37 95th-Percentile Queue Length [veh/ln] 1.15 0.43 22.87 20.45 1.42 5.45 1.70 1.07 5.09 5.65 50th-Percentile Queue Length [ft/ln] 16.00 5.92 317.62 356.40 19.70 75.67 23.58 14.86 70.69 78.54 50th-Percentile Queue Length [veh/ln] 0.64 0.24 12.70 14.26 0.79 3.03 0.94 0.59 2.83 3.14 Critical Lane Group No No Yes No Yes No No No No Yes
Lane Group LOS D D F E E A A A A A
d, Delay for Lane Group [s/veh] 46.38 42.88 796.94 72.24 71.74 6.23 5.44 3.69 4.78 5.37 X, volume / capacity 0.16 0.02 2.49 0.88 0.30 0.39 0.14 0.34 0.45 0.45 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.54 0.02 723.40 17.99 2.44 0.52 0.32 1.79 0.63 1.22 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.50 0.34 0.11 0.50 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 45.84 42.86 73.54 54.25 69.30 5.70 5.12 1.91 4.15 4.15 c, Capacity [veh/h] 134 391 53 385 67 2210 966 524 2314 1203 s, saturation flow rate [veh/h] 428 1589 28 1565 1781 3560 1556 687 3560 1851 (v / s)_i Volume / Saturation Flow Rate 0.05 0.01 4.77 0.22 0.01 0.24 0.09 0.26 0.29 0.29 g / C, Green / Cycle 0.25 0.25 0.25 0.25 0.04 0.62 0.62 0.71 0.65 0.65 g_i, Effective Green Time [s] 37 37 37 37 6 93 93 106 97 97 l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 2.00 2.00 0.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 150 150 150 150 150 150 150 150 150 150 Lane Group C R C R L C R L C C
Lane Group Calculations
Version 2023 (SP 0-5)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.38 46.38 42.88 796.94 796.94 72.24 71.74 6.23 5.44 3.69 4.97 5.37 Movement LOS D D D F F E E A A A A A
d_A, Approach Delay [s/veh] 45.42 274.91 7.40 4.85
Approach LOS D F A A
d_I, Intersection Delay [s/veh] 44.77
Intersection LOS D
Intersection V/C 5.211
Other Modes
g_Walk,mi, Effective Walk Time [s] 91.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 11.60 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 1.910 0.000 0.000 0.000 Crosswalk LOS A F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 493 493 1080 1213 d_b, Bicycle Delay [s] 42.55 42.64 15.88 11.62
I_b,int, Bicycle LOS Score for Intersection 1.607 2.338 2.406 2.528 Bicycle LOS A B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 8 - - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-5)
Generated with
Volume to Capacity (v/c): 0.637
Level Of Service: C
Delay (sec / veh): 32.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 30: El Camino Real (SR 82)/Glenwood Ave-Valparaiso Ave Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 25.00 35.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 205.00 100.00 130.00 120.00 100.00 100.00 190.00 100.00 105.00 180.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
Version 2023 (SP 0-5)
Generated with
Bicycle Volume [bicycles/h] 18 15 4 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 2 6 6 2
v_co, Outbound Pedestrian Volume crossing 2 6 6 2
v_di, Inbound Pedestrian Volume crossing m 5 3 5 2
v_do, Outbound Pedestrian Volume crossing 5 2 5 3
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 285 145 98 53 234 40 123 897 40 108 1094 220 Total 15-Minute Volume [veh/h] 71 36 24 13 59 10 31 224 10 27 273 55 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 Total Hourly Volume [veh/h] 265 135 91 49 218 37 114 834 37 100 1017 205 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 265 135 91 49 218 37 114 834 37 100 1017 205 Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
Version 2023 (SP 0-5)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 50.0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 50.0 50.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 1.5 0.0 0.0 1.5 0.0 1.5 2.2 0.0 2.0 2.6 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 26 0 0 26 0 0 16 0 0 18 0
Walk [s] 0 4 0 0 4 0 0 4 0 0 4 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 32 0 0 32 0 15 71 0 15 71 0
All red [s] 0.0 0.5 0.0 0.0 0.5 0.0 0.5 0.5 0.0 0.5 0.5 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.7 0.0 3.5 4.1 0.0 Maximum Green [s] 0 50 0 0 50 0 50 50 0 50 50 0
Minimum Green [s] 0 6 0 0 12 0 8 10 0 8 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 3 0 0 4 0 1 6 0 5 2 0
Control Type Split Split Split Split Split Split Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 80.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 150
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
Version 2023 (SP 0-5)
Generated with
95th-Percentile Queue Length [ft/ln] 320.90 329.01 156.12 82.28 360.79 61.94 223.77 241.97 20.12 198.22 328.61 124.49 95th-Percentile Queue Length [veh/ln] 12.84 13.16 6.24 3.29 14.43 2.48 8.95 9.68 0.80 7.93 13.14 4.98 50th-Percentile Queue Length [ft/ln] 203.83 210.14 86.73 45.71 235.07 34.41 130.21 143.68 11.18 111.59 209.83 69.16 50th-Percentile Queue Length [veh/ln] 8.15 8.41 3.47 1.83 9.40 1.38 5.21 5.75 0.45 4.46 8.39 2.77 Critical Lane Group Yes No No No Yes No Yes No No No Yes No Lane Group LOS E E E E E E F B B E B B
d, Delay for Lane Group [s/veh] 65.99 65.83 58.72 56.85 70.36 56.58 84.43 13.87 10.79 79.80 15.66 12.75 X, volume / capacity 0.78 0.78 0.43 0.20 0.86 0.18 0.90 0.48 0.05 0.83 0.59 0.27 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.81 4.66 1.27 0.38 7.74 0.39 17.68 0.87 0.12 12.90 1.36 0.83 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 61.18 61.18 57.45 56.46 62.62 56.20 66.75 13.00 10.67 66.90 14.31 11.92 c, Capacity [veh/h] 272 281 229 259 272 221 137 1879 811 129 1866 808 s, saturation flow rate [veh/h] 1781 1839 1499 1781 1870 1519 1781 3560 1536 1781 3560 1542 (v / s)_i Volume / Saturation Flow Rate 0.12 0.12 0.07 0.03 0.13 0.03 0.07 0.25 0.03 0.06 0.31 0.14 g / C, Green / Cycle 0.15 0.15 0.15 0.15 0.15 0.15 0.08 0.53 0.53 0.07 0.52 0.52 g_i, Effective Green Time [s] 23 23 23 22 22 22 12 79 79 11 79 79 l2, Clearance Lost Time [s] 1.50 1.50 1.50 1.50 1.50 1.50 1.50 2.20 2.20 2.00 2.60 2.60 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.20 4.20 4.00 4.60 4.60 C, Cycle Length [s] 150 150 150 150 150 150 150 150 150 150 150 150 Lane Group L C R L C R L C R L C R
Lane Group Calculations
Version 2023 (SP 0-5)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 65.95 65.83 58.72 56.85 70.36 56.58 84.43 13.87 10.79 79.80 15.66 12.75 Movement LOS E E E E E E F B B E B B
d_A, Approach Delay [s/veh] 64.57 66.48 21.94 20.08
Approach LOS E E C C
d_I, Intersection Delay [s/veh] 32.26
Intersection LOS C
Intersection V/C 0.637
Other Modes
g_Walk,mi, Effective Walk Time [s] 8.0 8.0 8.0 8.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 67.25 67.25 67.25 67.25
I_p,int, Pedestrian LOS Score for Intersectio 2.426 2.283 2.916 2.909 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 380 380 890 885 d_b, Bicycle Delay [s] 49.69 49.61 23.15 23.43
I_b,int, Bicycle LOS Score for Intersection 2.431 2.099 2.434 2.733 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 3 - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-5)
Generated with
Volume to Capacity (v/c): 0.927
Level Of Service: E
Delay (sec / veh): 39.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 40: Bay Rd/Ringwood Ave/Sonoma Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 25.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left2 Left Thru Right Left2 Left Thru Right Left2 Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound
Name Ringwood Avenue Sonoma Avenue Bay Road
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 147 17 251 0 31 112 9 0 11 166 278 Total 15-Minute Volume [veh/h] 0 37 4 63 0 8 28 2 0 3 41 69 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 0 132 15 226 0 28 101 8 0 10 149 250 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 132 15 226 0 28 101 8 0 10 149 250 Name Ringwood Avenue Sonoma Avenue Bay Road
Volumes
Version 2023 (SP 0-5)
Generated with
Intersection LOS
E
Intersection Delay [s/veh] 39.34
Approach LOSDCE
Approach Delay [s/veh] 28.10 16.83 44.21
95th-Percentile Queue Length [ft] 171.17 41.92 251.44
95th-Percentile Queue Length [veh] 6.85 1.68 10.06
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.77 0.37 0.89
Capacity per Entry Lane [veh/h] 542 411 511
Lanes
Intersection Settings
Version 2023 (SP 0-5)
Generated with
Crosswalk Yes Yes
Grade [%] 0.00 0.00
Speed [mph] 30.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Right2 Left Thru Right Right2 Lane Configuration
Approach Westbound Southwestbound
Name Bay Road Ringwood Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0
Total Analysis Volume [veh/h] 360 80 3 0 0 0 0 0
Total 15-Minute Volume [veh/h] 90 20 1 0 0 0 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 324 72 3 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 324 72 3 0 0 0 0 0
Name Bay Road Ringwood Avenue
Volumes
Version 2023 (SP 0-5)
Generated with
Intersection LOS E
Intersection Delay [s/veh] 39.34
Approach LOS F A
Approach Delay [s/veh] 52.59 0.00
95th-Percentile Queue Length [ft] 272.48 0.00
95th-Percentile Queue Length [veh] 10.90 0.00
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.93 0.00
Capacity per Entry Lane [veh/h] 478 408
Lanes
Intersection Settings
Version 2023 (SP 0-5)
Generated with
Intersection Analysis Summary
Report File: \...\CPM.pdf 6/13/2023
Vistro File: \...\Vistro_AllScenarios_PM.vistro Scenario 18 Cumulative PM V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

NB Right 0.611 13.6 B
HCM 7th
Edition All-way stop Bay Rd/RingwoodAve/Sonoma Ave 40
NWB Left 0.675 30.5 C
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Glenwood Ave-Valparaiso
Ave
30 SWB Left 7.882 42.2 D
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Encinal Ave-Menlo College
Entrance
29 SEB Thru 0.966 61.4 E
HCM 7th
Edition Signalized Middlefield Rd/RavenswoodAve 9
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Version 2023 (SP 0-5)
Generated with
Volume to Capacity (v/c): 0.966
Level Of Service: E
Delay (sec / veh): 61.4
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Middlefield Rd/Ravenswood Ave
Intersection Level Of Service Report
Crosswalk Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 35.00 35.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 120.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 1 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Northeastbound Northwestbound Southeastbound
Name Ravenswood Avenue Middlefield Road Middlefield Road Intersection Setup
Version 2023 (SP 0-5)
Generated with
Bicycle Volume [bicycles/h] 11 27 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 5 0 6
v_co, Outbound Pedestrian Volume crossing 6 0 5
v_di, Inbound Pedestrian Volume crossing m 12 11 0
v_do, Outbound Pedestrian Volume crossing 11 12 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 157 618 401 568 494 76
Total 15-Minute Volume [veh/h] 39 154 100 142 123 19
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 149 587 381 540 469 72
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 149 587 381 540 469 72
Name Ravenswood Avenue Middlefield Road Middlefield Road Volumes
Version 2023 (SP 0-5)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 20.0 20.0 20.0 20.0 20.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No Yes
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 0.0 0.0 2.6 0.0 0.0
l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 10 12 0 12 12 0
Walk [s] 7 7 0 7 7 0
Vehicle Extension [s] 2.5 3.6 3.0 3.0 3.6 0.0
Split [s] 50 50 60 110 50 0
All red [s] 1.0 1.0 1.0 1.0 1.0 0.0
Amber [s] 3.2 3.6 3.0 3.6 3.6 0.0
Maximum Green [s] 50 35 35 70 35 0
Minimum Green [s] 4 10 4 5 10 0
Lead / Lag Lead - Lead - - -
Auxiliary Signal Groups
Signal Group 3 2 1 6 2 4
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 58.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 160
Signal Coordination Group -
Located in CBD No
Intersection Settings
Version 2023 (SP 0-5)
Generated with
95th-Percentile Queue Length [ft/ln] 142.46 792.76 512.67 409.72 882.93 95th-Percentile Queue Length [veh/ln] 5.70 31.71 20.51 16.39 35.32 50th-Percentile Queue Length [ft/ln] 79.14 593.06 357.61 273.99 636.79 50th-Percentile Queue Length [veh/ln] 3.17 23.72 14.30 10.96 25.47 Critical Lane Group No Yes Yes No Yes
Lane Group LOS C E E B F
d, Delay for Lane Group [s/veh] 24.89 66.82 63.20 19.95 105.62 X, volume / capacity 0.22 0.97 0.89 0.56 1.07
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00
d2, Incremental Delay [s] 0.11 29.85 17.08 0.62 60.25
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00
k, delay calibration 0.08 0.50 0.36 0.14 0.50
d1, Uniform Delay [s] 24.78 36.97 46.13 19.34 45.37
c, Capacity [veh/h] 724 635 452 1014 531
s, saturation flow rate [veh/h] 1781 1561 1781 1870 1813 (v / s)_i Volume / Saturation Flow Rate 0.09 0.40 0.23 0.30 0.31 g / C, Green / Cycle 0.41 0.41 0.25 0.54 0.29
g_i, Effective Green Time [s] 52 52 33 70 38
l2, Clearance Lost Time [s] 0.00 0.00 0.00 2.60 0.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 2.00 2.00 2.00 4.60 2.00 C, Cycle Length [s] 128 128 128 128 128
Lane Group L R L C C
Lane Group Calculations
Version 2023 (SP 0-5)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 24.89 66.82 63.20 19.95 105.62 105.62 Movement LOS C E E B F F
d_A, Approach Delay [s/veh] 58.33 37.85 105.62
Approach LOS E D F
d_I, Intersection Delay [s/veh] 61.40
Intersection LOS E
Intersection V/C 0.966
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 53.62 53.62 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.364 2.740 0.000 Crosswalk LOS B B F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 714 1643 708 d_b, Bicycle Delay [s] 26.67 2.07 26.90
I_b,int, Bicycle LOS Score for Intersection 1.560 3.158 2.500 Bicycle LOS A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-5)
Generated with
Volume to Capacity (v/c): 7.882
Level Of Service: D
Delay (sec / veh): 42.2
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 29: El Camino Real (SR 82)/Encinal Ave-Menlo College Entrance Intersection Level Of Service Report
Crosswalk Yes No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 15.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
Version 2023 (SP 0-5)
Generated with
Bicycle Volume [bicycles/h] 3 3 14 3
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 17 14 35 145 3 336 30 1488 126 305 995 10 Total 15-Minute Volume [veh/h] 4 3 9 36 1 84 8 372 31 76 249 3 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 Total Hourly Volume [veh/h] 16 13 33 138 3 321 29 1420 120 291 949 10 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 1.30 0.00 1.40 0.00 1.50 1.20 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 16 13 33 138 3 321 29 1420 120 291 949 10 Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
Version 2023 (SP 0-5)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 20.0 0.0 0.0 20.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No Yes No No No
l2, Clearance Lost Time [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 2.0 0.0 1.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 20 0 0 20 0 0 20 0 0 20 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 27 0 0 27 0 15 58 0 25 68 0
All red [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 0 30 0 0 30 0 10 35 0 25 35 0
Minimum Green [s] 0 10 0 0 10 0 10 10 0 10 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 8 0 1 6 0 5 2 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss ProtPer Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 15.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 110
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
Version 2023 (SP 0-5)
Generated with
95th-Percentile Queue Length [ft/ln] 40.16 35.44 567.72 444.52 37.10 215.76 31.18 72.03 59.81 66.89 95th-Percentile Queue Length [veh/ln] 1.61 1.42 22.71 17.78 1.48 8.63 1.25 2.88 2.39 2.68 50th-Percentile Queue Length [ft/ln] 22.31 19.69 315.40 302.02 20.61 124.33 17.32 40.01 33.23 37.16 50th-Percentile Queue Length [veh/ln] 0.89 0.79 12.62 12.08 0.82 4.97 0.69 1.60 1.33 1.49 Critical Lane Group No No Yes No No Yes No Yes No No
Lane Group LOS D C F E D A A D A A
d, Delay for Lane Group [s/veh] 45.78 34.46 610.17 75.48 50.70 8.44 4.95 36.77 3.67 3.97 X, volume / capacity 0.38 0.10 2.13 0.98 0.30 0.69 0.13 0.75 0.29 0.29 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 9.36 0.13 555.44 32.96 1.70 1.89 0.30 11.70 0.32 0.62 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.35 0.11 0.50 0.31 0.11 0.50 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 36.42 34.33 54.72 42.53 48.99 6.55 4.65 25.07 3.35 3.35 c, Capacity [veh/h] 81 347 69 344 99 2141 939 409 2279 1190 s, saturation flow rate [veh/h] 137 1591 21 1574 1810 3578 1569 522 3583 1871 (v / s)_i Volume / Saturation Flow Rate 0.23 0.02 7.15 0.21 0.02 0.42 0.08 0.58 0.18 0.18 g / C, Green / Cycle 0.22 0.22 0.22 0.22 0.05 0.60 0.60 0.72 0.64 0.64 g_i, Effective Green Time [s] 24 24 24 24 6 66 66 79 70 70 l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 2.00 2.00 0.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 110 110 110 110 110 110 110 110 110 110 Lane Group C R C R L C R L C C
Lane Group Calculations
Version 2023 (SP 0-5)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.78 45.78 34.46 610.17 610.17 75.48 50.70 8.44 4.95 36.77 3.77 3.97 Movement LOS D D C F F E D A A D A A
d_A, Approach Delay [s/veh] 39.77 238.98 8.94 11.46
Approach LOS D F A B
d_I, Intersection Delay [s/veh] 42.24
Intersection LOS D
Intersection V/C 7.882
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 44.54 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 1.967 0.000 0.000 0.000 Crosswalk LOS A F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 436 436 982 1164 d_b, Bicycle Delay [s] 33.66 33.66 14.35 9.63
I_b,int, Bicycle LOS Score for Intersection 1.669 2.358 2.916 2.280 Bicycle LOS A B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 8 - - - - - - - - - - - - -
Ring 1 1 2 - - - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-5)
Generated with
Volume to Capacity (v/c): 0.675
Level Of Service: C
Delay (sec / veh): 30.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 30: El Camino Real (SR 82)/Glenwood Ave-Valparaiso Ave Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 25.00 35.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 205.00 100.00 130.00 120.00 100.00 100.00 190.00 100.00 105.00 180.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
Version 2023 (SP 0-5)
Generated with
Bicycle Volume [bicycles/h] 6 5 4 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 4 5 1
v_co, Outbound Pedestrian Volume crossing 1 5 4 1
v_di, Inbound Pedestrian Volume crossing m 9 2 8 1
v_do, Outbound Pedestrian Volume crossing 8 1 9 2
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 270 142 105 39 231 45 126 1417 51 40 906 131 Total 15-Minute Volume [veh/h] 67 36 26 10 58 11 32 354 13 10 227 33 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 Total Hourly Volume [veh/h] 256 135 100 37 219 43 120 1345 48 38 860 124 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 256 135 100 37 219 43 120 1345 48 38 860 124 Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
Version 2023 (SP 0-5)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 50.0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 50.0 50.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No Yes No Yes
l2, Clearance Lost Time [s] 0.0 1.5 0.0 0.0 1.5 0.0 1.5 2.2 0.0 2.0 2.6 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 26 0 0 26 0 0 16 0 0 18 0
Walk [s] 0 4 0 0 4 0 0 4 0 0 4 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 35 0 0 35 0 20 70 0 20 70 0
All red [s] 0.0 0.5 0.0 0.0 0.5 0.0 0.5 0.5 0.0 0.5 0.5 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.7 0.0 3.5 4.1 0.0 Maximum Green [s] 0 50 0 0 50 0 50 50 0 50 50 0
Minimum Green [s] 0 6 0 0 12 0 8 10 0 8 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 3 0 0 4 0 1 6 0 5 2 0
Control Type Split Split Split Split Split Split Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 40.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 160
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
Version 2023 (SP 0-5)
Generated with
95th-Percentile Queue Length [ft/ln] 324.85 333.34 180.34 64.68 380.69 75.35 232.72 390.04 22.14 77.44 267.12 73.87 95th-Percentile Queue Length [veh/ln] 12.99 13.33 7.21 2.59 15.23 3.01 9.31 15.60 0.89 3.10 10.68 2.95 50th-Percentile Queue Length [ft/ln] 206.90 213.52 100.19 35.94 250.82 41.86 136.81 258.26 12.30 43.02 162.57 41.04 50th-Percentile Queue Length [veh/ln] 8.28 8.54 4.01 1.44 10.03 1.67 5.47 10.33 0.49 1.72 6.50 1.64 Critical Lane Group Yes No No No Yes No No Yes No Yes No No Lane Group LOS E E E E E E F B A E B B
d, Delay for Lane Group [s/veh] 69.14 69.00 63.11 60.70 76.49 61.28 83.15 14.16 8.52 79.79 14.54 12.07 X, volume / capacity 0.75 0.75 0.46 0.16 0.88 0.21 0.85 0.70 0.06 0.53 0.48 0.16 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.15 4.02 1.44 0.29 9.07 0.46 12.89 2.02 0.13 5.76 0.88 0.42 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 64.99 64.99 61.67 60.42 67.42 60.82 70.26 12.14 8.40 74.03 13.67 11.66 c, Capacity [veh/h] 270 279 228 251 263 218 148 2031 879 75 1888 819 s, saturation flow rate [veh/h] 1781 1840 1505 1781 1870 1548 1781 3560 1541 1781 3560 1545 (v / s)_i Volume / Saturation Flow Rate 0.11 0.11 0.07 0.02 0.12 0.03 0.07 0.40 0.03 0.02 0.25 0.08 g / C, Green / Cycle 0.15 0.15 0.15 0.14 0.14 0.14 0.08 0.57 0.57 0.04 0.53 0.53 g_i, Effective Green Time [s] 24 24 24 23 23 23 13 91 91 7 85 85 l2, Clearance Lost Time [s] 1.50 1.50 1.50 1.50 1.50 1.50 1.50 2.20 2.20 2.00 2.60 2.60 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.20 4.20 4.00 4.60 4.60 C, Cycle Length [s] 160 160 160 160 160 160 160 160 160 160 160 160 Lane Group L C R L C R L C R L C R
Lane Group Calculations
Version 2023 (SP 0-5)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 69.11 69.00 63.11 60.70 76.49 61.28 83.15 14.16 8.52 79.79 14.54 12.07 Movement LOS E E E E E E F B A E B B
d_A, Approach Delay [s/veh] 67.86 72.36 19.43 16.67
Approach LOS E E B B
d_I, Intersection Delay [s/veh] 30.49
Intersection LOS C
Intersection V/C 0.675
Other Modes
g_Walk,mi, Effective Walk Time [s] 8.0 8.0 8.0 8.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 72.23 72.23 72.23 72.23
I_p,int, Pedestrian LOS Score for Intersectio 2.405 2.271 2.983 2.938 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 394 394 822 817 d_b, Bicycle Delay [s] 51.78 51.76 27.81 28.12
I_b,int, Bicycle LOS Score for Intersection 2.413 2.079 2.875 2.448 Bicycle LOS B B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 3 - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-5)
Generated with
Volume to Capacity (v/c): 0.611
Level Of Service: B
Delay (sec / veh): 13.6
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 40: Bay Rd/Ringwood Ave/Sonoma Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 25.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left2 Left Thru Right Left2 Left Thru Right Left2 Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound
Name Ringwood Avenue Sonoma Avenue Bay Road
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 152 18 262 0 21 26 6 0 2 90 141 Total 15-Minute Volume [veh/h] 0 38 5 65 0 5 6 2 0 1 23 35 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 Total Hourly Volume [veh/h] 0 142 17 244 0 20 24 6 0 2 84 131 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 142 17 244 0 20 24 6 0 2 84 131 Name Ringwood Avenue Sonoma Avenue Bay Road
Volumes
Version 2023 (SP 0-5)
Generated with
Intersection LOS
B
Intersection Delay [s/veh] 13.59
Approach LOSCAB
Approach Delay [s/veh] 15.74 9.74 11.23
95th-Percentile Queue Length [ft] 104.89 7.41 38.99
95th-Percentile Queue Length [veh] 4.20 0.30 1.56
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.61 0.09 0.35
Capacity per Entry Lane [veh/h] 708 587 669
Lanes
Intersection Settings
Version 2023 (SP 0-5)
Generated with
Crosswalk Yes Yes
Grade [%] 0.00 0.00
Speed [mph] 30.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Right2 Left Thru Right Right2 Lane Configuration
Approach Westbound Southwestbound
Name Bay Road Ringwood Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0
Total Analysis Volume [veh/h] 142 116 9 0 0 0 0 0
Total 15-Minute Volume [veh/h] 35 29 2 0 0 0 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 Total Hourly Volume [veh/h] 132 108 8 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 132 108 8 0 0 0 0 0
Name Bay Road Ringwood Avenue
Volumes
Version 2023 (SP 0-5)
Generated with
Intersection LOS
B
Intersection Delay [s/veh] 13.59
Approach LOSBA
Approach Delay [s/veh] 12.94 0.00
95th-Percentile Queue Length [ft] 53.17 0.00
95th-Percentile Queue Length [veh] 2.13 0.00
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.43 0.00
Capacity per Entry Lane [veh/h] 627 579
Lanes
Intersection Settings
Version 2023 (SP 0-5)
Generated with
Intersection Analysis Summary
Report File: P:\...\CPAM 2023-09-27.pdf 9/27/2023
Vistro File: P:\...\Vistro_AllScenarios_AM 2023-09-27.vistro Scenario 19 Cumulative plus Project AM V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

WB Left 0.958 44.9 E
HCM 7th
Edition All-way stop Bay Rd/RingwoodAve/Sonoma Ave 40
NWB Left 0.651 32.8 C
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Glenwood Ave-Valparaiso
Ave
30 SWB Left 5.817 47.0 D
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Encinal Ave-Menlo College
Entrance
29 NEB Right 0.916 79.4 E
HCM 7th
Edition Signalized Middlefield Rd/RavenswoodAve 9
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Version 2023 (SP 0-6)
Generated with
Volume to Capacity (v/c): 0.916
Level Of Service: E
Delay (sec / veh): 79.4
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Middlefield Rd/Ravenswood Ave
Intersection Level Of Service Report
Crosswalk Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 35.00 35.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 120.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 1 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Northeastbound Northwestbound Southeastbound
Name Ravenswood Avenue Middlefield Road Middlefield Road Intersection Setup
Version 2023 (SP 0-6)
Generated with
Bicycle Volume [bicycles/h] 22 39 37
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 0 1
v_co, Outbound Pedestrian Volume crossing 1 0 1
v_di, Inbound Pedestrian Volume crossing m 11 10 0
v_do, Outbound Pedestrian Volume crossing 10 11 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 112 484 534 510 401 84
Total 15-Minute Volume [veh/h] 28 121 134 127 100 21
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 Total Hourly Volume [veh/h] 104 450 497 474 373 78
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 104 450 497 474 373 78
Name Ravenswood Avenue Middlefield Road Middlefield Road Volumes
Version 2023 (SP 0-6)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 20.0 20.0 20.0 0.0 20.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No Yes Yes
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 0.0 0.0 2.6 0.0 0.0
l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 10 12 0 12 12 0
Walk [s] 7 7 0 7 7 0
Vehicle Extension [s] 2.5 3.6 3.0 3.6 3.6 0.0
Split [s] 30 52 38 90 52 0
All red [s] 1.0 1.0 1.0 1.0 1.0 0.0
Amber [s] 3.2 3.6 3.0 3.6 3.6 0.0
Maximum Green [s] 50 35 35 70 35 0
Minimum Green [s] 4 10 4 10 10 0
Lead / Lag Lead - Lead - - -
Auxiliary Signal Groups
Signal Group 3 2 1 6 2 4
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 61.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
Version 2023 (SP 0-6)
Generated with
95th-Percentile Queue Length [ft/ln] 123.18 1029.74 719.16 212.83 435.28 95th-Percentile Queue Length [veh/ln] 4.93 41.19 28.77 8.51 17.41 50th-Percentile Queue Length [ft/ln] 68.44 676.45 530.29 122.19 294.55 50th-Percentile Queue Length [veh/ln] 2.74 27.06 21.21 4.89 11.78 Critical Lane Group No Yes Yes No Yes
Lane Group LOS D F F A C
d, Delay for Lane Group [s/veh] 37.78 209.93 81.02 7.77 32.49 X, volume / capacity 0.27 1.34 1.00 0.38 0.65
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00
d2, Incremental Delay [s] 0.25 164.43 38.97 0.84 4.38
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00
k, delay calibration 0.08 0.30 0.50 0.50 0.50
d1, Uniform Delay [s] 37.53 45.50 42.05 6.93 28.12
c, Capacity [veh/h] 418 361 534 1328 745
s, saturation flow rate [veh/h] 1781 1537 1781 1870 1794 (v / s)_i Volume / Saturation Flow Rate 0.06 0.31 0.30 0.27 0.27 g / C, Green / Cycle 0.23 0.23 0.30 0.71 0.42
g_i, Effective Green Time [s] 28 28 36 85 50
l2, Clearance Lost Time [s] 0.00 0.00 0.00 2.60 0.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 2.00 2.00 2.00 4.60 2.00 C, Cycle Length [s] 120 120 120 120 120
Lane Group L R L C C
Lane Group Calculations
Version 2023 (SP 0-6)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 37.78 209.93 81.02 7.77 32.49 32.49 Movement LOS D F F A C C
d_A, Approach Delay [s/veh] 177.58 45.24 32.49
Approach LOS F D C
d_I, Intersection Delay [s/veh] 79.45
Intersection LOS E
Intersection V/C 0.916
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.53 49.53 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.349 2.693 0.000 Crosswalk LOS B B F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 430 1423 790 d_b, Bicycle Delay [s] 37.41 5.10 22.40
I_b,int, Bicycle LOS Score for Intersection 1.560 3.282 2.360 Bicycle LOS A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-6)
Generated with
Volume to Capacity (v/c): 5.817
Level Of Service: D
Delay (sec / veh): 47.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 29: El Camino Real (SR 82)/Encinal Ave-Menlo College Entrance Intersection Level Of Service Report
Crosswalk Yes No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 15.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
Version 2023 (SP 0-6)
Generated with
Bicycle Volume [bicycles/h] 0 4 2 4
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 0 0 1
v_co, Outbound Pedestrian Volume crossing 1 0 0 1
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 4 17 8 126 10 343 20 891 142 182 1586 27 Total 15-Minute Volume [veh/h] 1 4 2 31 3 86 5 223 36 46 396 7 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 Total Hourly Volume [veh/h] 4 16 8 120 10 328 19 852 136 174 1516 26 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 4 16 8 120 10 328 19 852 136 174 1516 26 Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
Version 2023 (SP 0-6)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 20.0 0.0 0.0 20.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No Yes No No No
l2, Clearance Lost Time [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 2.0 0.0 1.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 20 0 0 20 0 0 20 0 0 0 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 0 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 40 0 0 40 0 15 85 0 25 95 0
All red [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 0 40 0 0 40 0 10 35 0 25 35 0
Minimum Green [s] 0 10 0 0 10 0 10 10 0 10 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 8 0 1 6 0 5 2 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss ProtPer Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 84.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 150
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
Version 2023 (SP 0-6)
Generated with
95th-Percentile Queue Length [ft/ln] 28.80 10.66 595.46 518.66 35.47 140.91 43.13 27.52 130.44 145.06 95th-Percentile Queue Length [veh/ln] 1.15 0.43 23.82 20.75 1.42 5.64 1.73 1.10 5.22 5.80 50th-Percentile Queue Length [ft/ln] 16.00 5.92 330.81 362.53 19.70 78.28 23.96 15.29 72.47 80.59 50th-Percentile Queue Length [veh/ln] 0.64 0.24 13.23 14.50 0.79 3.13 0.96 0.61 2.90 3.22 Critical Lane Group No No Yes No Yes No No No No Yes
Lane Group LOS D D F E E A A A A A
d, Delay for Lane Group [s/veh] 46.36 42.86 841.34 73.33 71.74 6.30 5.46 3.92 4.84 5.45 X, volume / capacity 0.16 0.02 2.59 0.89 0.30 0.40 0.15 0.35 0.46 0.46 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.54 0.02 767.77 18.98 2.44 0.55 0.32 1.91 0.66 1.27 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.50 0.34 0.11 0.50 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 45.82 42.84 73.57 54.35 69.30 5.75 5.14 2.01 4.18 4.18 c, Capacity [veh/h] 134 391 53 385 67 2209 965 514 2313 1203 s, saturation flow rate [veh/h] 428 1589 25 1565 1781 3560 1556 674 3560 1851 (v / s)_i Volume / Saturation Flow Rate 0.05 0.01 5.35 0.22 0.01 0.25 0.09 0.27 0.30 0.30 g / C, Green / Cycle 0.25 0.25 0.25 0.25 0.04 0.62 0.62 0.71 0.65 0.65 g_i, Effective Green Time [s] 37 37 37 37 6 93 93 106 97 97 l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 2.00 2.00 0.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 150 150 150 150 150 150 150 150 150 150 Lane Group C R C R L C R L C C
Lane Group Calculations
Version 2023 (SP 0-6)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.36 46.36 42.86 841.34 841.34 73.33 71.74 6.30 5.46 3.92 5.04 5.45 Movement LOS D D D F F E E A A A A A
d_A, Approach Delay [s/veh] 45.40 291.39 7.43 4.93
Approach LOS D F A A
d_I, Intersection Delay [s/veh] 46.95
Intersection LOS D
Intersection V/C 5.817
Other Modes
g_Walk,mi, Effective Walk Time [s] 91.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 11.60 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 1.910 0.000 0.000 0.000 Crosswalk LOS A F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 493 493 1080 1213 d_b, Bicycle Delay [s] 42.55 42.64 15.88 11.62
I_b,int, Bicycle LOS Score for Intersection 1.607 2.350 2.428 2.547 Bicycle LOS A B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 8 - - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-6)
Generated with
Volume to Capacity (v/c): 0.651
Level Of Service: C
Delay (sec / veh): 32.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 30: El Camino Real (SR 82)/Glenwood Ave-Valparaiso Ave Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 25.00 35.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 205.00 100.00 130.00 120.00 100.00 100.00 190.00 100.00 105.00 180.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
Version 2023 (SP 0-6)
Generated with
Bicycle Volume [bicycles/h] 18 15 4 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 2 6 6 2
v_co, Outbound Pedestrian Volume crossing 2 6 6 2
v_di, Inbound Pedestrian Volume crossing m 5 3 5 2
v_do, Outbound Pedestrian Volume crossing 5 2 5 3
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 295 146 105 53 237 41 126 915 40 109 1120 225 Total 15-Minute Volume [veh/h] 74 37 26 13 59 10 31 229 10 27 280 56 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 Total Hourly Volume [veh/h] 274 136 98 49 220 38 117 851 37 101 1042 209 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 274 136 98 49 220 38 117 851 37 101 1042 209 Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
Version 2023 (SP 0-6)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 50.0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 50.0 50.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 1.5 0.0 0.0 1.5 0.0 1.5 2.2 0.0 2.0 2.6 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 26 0 0 26 0 0 16 0 0 18 0
Walk [s] 0 4 0 0 4 0 0 4 0 0 4 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 32 0 0 32 0 15 71 0 15 71 0
All red [s] 0.0 0.5 0.0 0.0 0.5 0.0 0.5 0.5 0.0 0.5 0.5 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.7 0.0 3.5 4.1 0.0 Maximum Green [s] 0 50 0 0 50 0 50 50 0 50 50 0
Minimum Green [s] 0 6 0 0 12 0 8 10 0 8 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 3 0 0 4 0 1 6 0 5 2 0
Control Type Split Split Split Split Split Split Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 80.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 150
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
Version 2023 (SP 0-6)
Generated with
95th-Percentile Queue Length [ft/ln] 327.85 335.91 167.56 82.12 364.73 63.41 231.27 253.92 20.57 199.59 347.09 130.22 95th-Percentile Queue Length [veh/ln] 13.11 13.44 6.70 3.28 14.59 2.54 9.25 10.16 0.82 7.98 13.88 5.21 50th-Percentile Queue Length [ft/ln] 209.23 215.52 93.09 45.62 238.18 35.23 135.73 152.62 11.43 112.58 224.28 72.34 50th-Percentile Queue Length [veh/ln] 8.37 8.62 3.72 1.82 9.53 1.41 5.43 6.10 0.46 4.50 8.97 2.89 Critical Lane Group Yes No No No Yes No Yes No No No Yes No Lane Group LOS E E E E E E F B B E B B
d, Delay for Lane Group [s/veh] 65.90 65.74 58.72 56.65 70.33 56.44 87.23 14.44 11.12 79.75 16.35 13.16 X, volume / capacity 0.79 0.78 0.45 0.20 0.86 0.18 0.92 0.49 0.05 0.84 0.60 0.28 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.90 4.74 1.36 0.38 7.81 0.39 20.36 0.93 0.12 12.90 1.48 0.87 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 61.00 61.00 57.36 56.28 62.52 56.05 66.87 13.51 11.01 66.84 14.88 12.28 c, Capacity [veh/h] 276 285 233 262 275 224 137 1863 803 130 1851 802 s, saturation flow rate [veh/h] 1781 1838 1501 1781 1870 1519 1781 3560 1535 1781 3560 1542 (v / s)_i Volume / Saturation Flow Rate 0.12 0.12 0.07 0.03 0.13 0.03 0.07 0.26 0.03 0.06 0.31 0.15 g / C, Green / Cycle 0.16 0.16 0.16 0.15 0.15 0.15 0.08 0.52 0.52 0.07 0.52 0.52 g_i, Effective Green Time [s] 23 23 23 22 22 22 12 79 79 11 78 78 l2, Clearance Lost Time [s] 1.50 1.50 1.50 1.50 1.50 1.50 1.50 2.20 2.20 2.00 2.60 2.60 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.20 4.20 4.00 4.60 4.60 C, Cycle Length [s] 150 150 150 150 150 150 150 150 150 150 150 150 Lane Group L C R L C R L C R L C R
Lane Group Calculations
Version 2023 (SP 0-6)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 65.86 65.74 58.72 56.65 70.33 56.44 87.23 14.44 11.12 79.75 16.35 13.16 Movement LOS E E E E E E F B B E B B
d_A, Approach Delay [s/veh] 64.46 66.42 22.80 20.61
Approach LOS E E C C
d_I, Intersection Delay [s/veh] 32.77
Intersection LOS C
Intersection V/C 0.651
Other Modes
g_Walk,mi, Effective Walk Time [s] 8.0 8.0 8.0 8.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 67.25 67.25 67.25 67.25
I_p,int, Pedestrian LOS Score for Intersectio 2.434 2.284 2.926 2.918 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 380 380 890 885 d_b, Bicycle Delay [s] 49.69 49.61 23.15 23.43
I_b,int, Bicycle LOS Score for Intersection 2.461 2.106 2.451 2.759 Bicycle LOS B B B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 3 - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-6)
Generated with
Volume to Capacity (v/c): 0.958
Level Of Service: E
Delay (sec / veh): 44.9
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 40: Bay Rd/Ringwood Ave/Sonoma Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 25.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left2 Left Thru Right Left2 Left Thru Right Left2 Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound
Name Ringwood Avenue Sonoma Avenue Bay Road
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 149 17 253 0 31 113 9 0 11 176 284 Total 15-Minute Volume [veh/h] 0 37 4 63 0 8 28 2 0 3 44 71 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 0 134 15 228 0 28 102 8 0 10 158 256 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 134 15 228 0 28 102 8 0 10 158 256 Name Ringwood Avenue Sonoma Avenue Bay Road
Volumes
Version 2023 (SP 0-6)
Generated with
Intersection LOS
E
Intersection Delay [s/veh] 44.89
Approach LOSDCF
Approach Delay [s/veh] 29.81 17.45 53.26
95th-Percentile Queue Length [ft] 180.49 43.90 288.01
95th-Percentile Queue Length [veh] 7.22 1.76 11.52
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.78 0.38 0.94
Capacity per Entry Lane [veh/h] 536 400 502
Lanes
Intersection Settings
Version 2023 (SP 0-6)
Generated with
Crosswalk Yes Yes
Grade [%] 0.00 0.00
Speed [mph] 30.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Right2 Left Thru Right Right2 Lane Configuration
Approach Westbound Southwestbound
Name Bay Road Ringwood Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0
Total Analysis Volume [veh/h] 363 83 3 0 0 0 0 0
Total 15-Minute Volume [veh/h] 91 21 1 0 0 0 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 327 75 3 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 327 75 3 0 0 0 0 0
Name Bay Road Ringwood Avenue
Volumes
Version 2023 (SP 0-6)
Generated with
Intersection LOS E
Intersection Delay [s/veh] 44.89
Approach LOS F A
Approach Delay [s/veh] 59.53 0.00
95th-Percentile Queue Length [ft] 295.04 0.00
95th-Percentile Queue Length [veh] 11.80 0.00
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.96 0.00
Capacity per Entry Lane [veh/h] 469 399
Lanes
Intersection Settings
Version 2023 (SP 0-6)
Generated with
Intersection Analysis Summary
Report File: P:\...\CPPM 2023-09-27.pdf 9/29/2023
Vistro File: P:\...\Vistro_AllScenarios_PM 2023-09-27.vistro Scenario 19 Cumulative plus Project PM V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

NB Right 0.629 14.1 B
HCM 7th
Edition All-way stop Bay Rd/RingwoodAve/Sonoma Ave 40
NWB Left 0.688 31.1 C
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Glenwood Ave-Valparaiso
Ave
30 SWB Left 13.732 44.4 D
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Encinal Ave-Menlo College
Entrance
29 SEB Thru 0.978 64.1 E
HCM 7th
Edition Signalized Middlefield Rd/RavenswoodAve 9
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Version 2023 (SP 0-6)
Generated with
Volume to Capacity (v/c): 0.978
Level Of Service: E
Delay (sec / veh): 64.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Middlefield Rd/Ravenswood Ave
Intersection Level Of Service Report
Crosswalk Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 35.00 35.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 120.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 1 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Northeastbound Northwestbound Southeastbound
Name Ravenswood Avenue Middlefield Road Middlefield Road Intersection Setup
Version 2023 (SP 0-6)
Generated with
Bicycle Volume [bicycles/h] 11 27 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 5 0 6
v_co, Outbound Pedestrian Volume crossing 6 0 5
v_di, Inbound Pedestrian Volume crossing m 12 11 0
v_do, Outbound Pedestrian Volume crossing 11 12 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 158 626 406 575 500 77
Total 15-Minute Volume [veh/h] 39 157 102 144 125 19
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 150 595 386 546 475 73
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 150 595 386 546 475 73
Name Ravenswood Avenue Middlefield Road Middlefield Road Volumes
Version 2023 (SP 0-6)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 20.0 20.0 20.0 20.0 20.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No Yes
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 0.0 0.0 2.6 0.0 0.0
l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 10 12 0 12 12 0
Walk [s] 7 7 0 7 7 0
Vehicle Extension [s] 2.5 3.6 3.0 3.0 3.6 0.0
Split [s] 50 50 60 110 50 0
All red [s] 1.0 1.0 1.0 1.0 1.0 0.0
Amber [s] 3.2 3.6 3.0 3.6 3.6 0.0
Maximum Green [s] 50 35 35 70 35 0
Minimum Green [s] 4 10 4 5 10 0
Lead / Lag Lead - Lead - - -
Auxiliary Signal Groups
Signal Group 3 2 1 6 2 4
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 58.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 160
Signal Coordination Group -
Located in CBD No
Intersection Settings
Version 2023 (SP 0-6)
Generated with
95th-Percentile Queue Length [ft/ln] 144.36 825.11 521.33 416.08 916.19 95th-Percentile Queue Length [veh/ln] 5.77 33.00 20.85 16.64 36.65 50th-Percentile Queue Length [ft/ln] 80.20 620.80 364.72 279.09 657.15 50th-Percentile Queue Length [veh/ln] 3.21 24.83 14.59 11.16 26.29 Critical Lane Group No Yes Yes No Yes
Lane Group LOS C E E C F
d, Delay for Lane Group [s/veh] 25.10 70.90 63.76 20.04 111.50 X, volume / capacity 0.22 0.99 0.89 0.57 1.09
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00
d2, Incremental Delay [s] 0.11 33.33 17.61 0.66 65.91
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00
k, delay calibration 0.08 0.50 0.37 0.14 0.50
d1, Uniform Delay [s] 24.99 37.57 46.15 19.38 45.58
c, Capacity [veh/h] 722 633 456 1016 529
s, saturation flow rate [veh/h] 1781 1561 1781 1870 1812 (v / s)_i Volume / Saturation Flow Rate 0.09 0.40 0.23 0.31 0.32 g / C, Green / Cycle 0.41 0.41 0.26 0.54 0.29
g_i, Effective Green Time [s] 52 52 33 70 38
l2, Clearance Lost Time [s] 0.00 0.00 0.00 2.60 0.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 2.00 2.00 2.00 4.60 2.00 C, Cycle Length [s] 129 129 129 129 129
Lane Group L R L C C
Lane Group Calculations
Version 2023 (SP 0-6)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 25.10 70.90 63.76 20.04 111.50 111.50 Movement LOS C E E C F F
d_A, Approach Delay [s/veh] 61.67 38.13 111.50
Approach LOS E D F
d_I, Intersection Delay [s/veh] 64.09
Intersection LOS E
Intersection V/C 0.978
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 53.83 53.83 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.369 2.747 0.000 Crosswalk LOS B B F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 712 1638 705 d_b, Bicycle Delay [s] 26.86 2.14 27.09
I_b,int, Bicycle LOS Score for Intersection 1.560 3.178 2.512 Bicycle LOS A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-6)
Generated with
Volume to Capacity (v/c): 13.732
Level Of Service: D
Delay (sec / veh): 44.4
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 29: El Camino Real (SR 82)/Encinal Ave-Menlo College Entrance Intersection Level Of Service Report
Crosswalk Yes No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 15.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
Version 2023 (SP 0-6)
Generated with
Bicycle Volume [bicycles/h] 3 3 14 3
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 17 14 35 147 3 340 30 1524 129 308 1025 10 Total 15-Minute Volume [veh/h] 4 3 9 37 1 85 8 381 32 77 256 3 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 Total Hourly Volume [veh/h] 16 13 33 140 3 324 29 1454 123 294 978 10 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 1.30 0.00 1.40 0.00 1.50 1.20 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 16 13 33 140 3 324 29 1454 123 294 978 10 Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
Version 2023 (SP 0-6)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 20.0 0.0 0.0 20.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No Yes No No No
l2, Clearance Lost Time [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 2.0 0.0 1.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 20 0 0 20 0 0 20 0 0 20 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 27 0 0 27 0 15 58 0 25 68 0
All red [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 0 30 0 0 30 0 10 35 0 25 35 0
Minimum Green [s] 0 10 0 0 10 0 10 10 0 10 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 8 0 1 6 0 5 2 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss ProtPer Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 15.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 110
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
Version 2023 (SP 0-6)
Generated with
95th-Percentile Queue Length [ft/ln] 40.71 35.44 586.43 457.92 37.10 221.93 31.96 78.05 61.75 69.11 95th-Percentile Queue Length [veh/ln] 1.63 1.42 23.46 18.32 1.48 8.88 1.28 3.12 2.47 2.76 50th-Percentile Queue Length [ft/ln] 22.62 19.69 325.80 312.87 20.61 128.85 17.75 43.36 34.31 38.39 50th-Percentile Queue Length [veh/ln] 0.90 0.79 13.03 12.51 0.82 5.15 0.71 1.73 1.37 1.54 Critical Lane Group No No Yes No No Yes No Yes No No
Lane Group LOS D C F E D A A D A A
d, Delay for Lane Group [s/veh] 46.43 34.47 651.45 78.77 50.71 8.71 4.96 40.13 3.69 4.00 X, volume / capacity 0.39 0.10 2.23 0.99 0.30 0.71 0.14 0.77 0.30 0.30 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 10.00 0.13 596.72 36.09 1.71 2.04 0.31 13.09 0.34 0.64 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.36 0.11 0.50 0.32 0.11 0.50 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 36.43 34.35 54.74 42.68 49.01 6.66 4.66 27.04 3.36 3.36 c, Capacity [veh/h] 80 347 67 344 99 2142 939 402 2280 1190 s, saturation flow rate [veh/h] 134 1591 12 1574 1810 3578 1569 512 3583 1871 (v / s)_i Volume / Saturation Flow Rate 0.23 0.02 12.78 0.22 0.02 0.43 0.08 0.60 0.19 0.19 g / C, Green / Cycle 0.22 0.22 0.22 0.22 0.05 0.60 0.60 0.72 0.64 0.64 g_i, Effective Green Time [s] 24 24 24 24 6 66 66 79 70 70 l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 2.00 2.00 0.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 110 110 110 110 110 110 110 110 110 110 Lane Group C R C R L C R L C C
Lane Group Calculations
Version 2023 (SP 0-6)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.43 46.43 34.47 651.45 651.45 78.77 50.71 8.71 4.96 40.13 3.80 4.00 Movement LOS D D C F F E D A A D A A
d_A, Approach Delay [s/veh] 40.09 254.08 9.17 12.13
Approach LOS D F A B
d_I, Intersection Delay [s/veh] 44.35
Intersection LOS D
Intersection V/C 13.732
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 44.55 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 1.967 0.000 0.000 0.000 Crosswalk LOS A F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 436 436 982 1164 d_b, Bicycle Delay [s] 33.66 33.66 14.35 9.63
I_b,int, Bicycle LOS Score for Intersection 1.669 2.368 2.948 2.298 Bicycle LOS A B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 8 - - - - - - - - - - - - -
Ring 1 1 2 - - - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-6)
Generated with
Volume to Capacity (v/c): 0.688
Level Of Service: C
Delay (sec / veh): 31.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 30: El Camino Real (SR 82)/Glenwood Ave-Valparaiso Ave Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 25.00 35.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 205.00 100.00 130.00 120.00 100.00 100.00 190.00 100.00 105.00 180.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
Version 2023 (SP 0-6)
Generated with
Bicycle Volume [bicycles/h] 6 5 4 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 4 5 1
v_co, Outbound Pedestrian Volume crossing 1 5 4 1
v_di, Inbound Pedestrian Volume crossing m 9 2 8 1
v_do, Outbound Pedestrian Volume crossing 8 1 9 2
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 277 143 112 39 233 47 135 1449 51 41 929 138 Total 15-Minute Volume [veh/h] 69 36 28 10 58 12 34 362 13 10 232 35 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 Total Hourly Volume [veh/h] 263 136 106 37 221 45 128 1375 48 39 882 131 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 263 136 106 37 221 45 128 1375 48 39 882 131 Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
Version 2023 (SP 0-6)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 50.0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 50.0 50.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No Yes No Yes
l2, Clearance Lost Time [s] 0.0 1.5 0.0 0.0 1.5 0.0 1.5 2.2 0.0 2.0 2.6 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 26 0 0 26 0 0 16 0 0 18 0
Walk [s] 0 4 0 0 4 0 0 4 0 0 4 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 35 0 0 35 0 20 70 0 20 70 0
All red [s] 0.0 0.5 0.0 0.0 0.5 0.0 0.5 0.5 0.0 0.5 0.5 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.7 0.0 3.5 4.1 0.0 Maximum Green [s] 0 50 0 0 50 0 50 50 0 50 50 0
Minimum Green [s] 0 6 0 0 12 0 8 10 0 8 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 3 0 0 4 0 1 6 0 5 2 0
Control Type Split Split Split Split Split Split Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 40.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 160
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
Version 2023 (SP 0-6)
Generated with
95th-Percentile Queue Length [ft/ln] 330.28 338.77 192.12 64.59 383.44 78.71 245.27 415.99 22.55 79.43 286.47 81.02 95th-Percentile Queue Length [veh/ln] 13.21 13.55 7.68 2.58 15.34 3.15 9.81 16.64 0.90 3.18 11.46 3.24 50th-Percentile Queue Length [ft/ln] 211.13 217.76 107.21 35.89 253.01 43.73 146.14 279.02 12.53 44.13 177.29 45.01 50th-Percentile Queue Length [veh/ln] 8.45 8.71 4.29 1.44 10.12 1.75 5.85 11.16 0.50 1.77 7.09 1.80 Critical Lane Group Yes No No No Yes No No Yes No Yes No No Lane Group LOS E E E E E E F B A E B B
d, Delay for Lane Group [s/veh] 69.12 68.98 63.27 60.56 76.44 61.23 82.71 14.90 8.73 79.91 15.50 12.78 X, volume / capacity 0.76 0.76 0.48 0.15 0.88 0.21 0.86 0.72 0.06 0.54 0.50 0.17 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.23 4.10 1.57 0.28 9.09 0.48 12.97 2.23 0.13 5.91 0.96 0.46 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 64.88 64.88 61.70 60.28 67.35 60.75 69.74 12.68 8.60 74.00 14.54 12.32 c, Capacity [veh/h] 273 282 231 253 265 220 156 2019 874 76 1860 807 s, saturation flow rate [veh/h] 1781 1840 1506 1781 1870 1548 1781 3560 1541 1781 3560 1545 (v / s)_i Volume / Saturation Flow Rate 0.12 0.12 0.07 0.02 0.12 0.03 0.08 0.41 0.03 0.02 0.26 0.09 g / C, Green / Cycle 0.15 0.15 0.15 0.14 0.14 0.14 0.09 0.57 0.57 0.04 0.52 0.52 g_i, Effective Green Time [s] 25 25 25 23 23 23 14 91 91 7 84 84 l2, Clearance Lost Time [s] 1.50 1.50 1.50 1.50 1.50 1.50 1.50 2.20 2.20 2.00 2.60 2.60 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.20 4.20 4.00 4.60 4.60 C, Cycle Length [s] 160 160 160 160 160 160 160 160 160 160 160 160 Lane Group L C R L C R L C R L C R
Lane Group Calculations
Version 2023 (SP 0-6)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 69.08 68.98 63.27 60.56 76.44 61.23 82.71 14.90 8.73 79.91 15.50 12.78 Movement LOS E E E E E E F B A E B B
d_A, Approach Delay [s/veh] 67.83 72.26 20.31 17.55
Approach LOS E E C B
d_I, Intersection Delay [s/veh] 31.10
Intersection LOS C
Intersection V/C 0.688
Other Modes
g_Walk,mi, Effective Walk Time [s] 8.0 8.0 8.0 8.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 72.23 72.23 72.23 72.23
I_p,int, Pedestrian LOS Score for Intersectio 2.413 2.273 2.997 2.950 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 394 394 822 817 d_b, Bicycle Delay [s] 51.78 51.76 27.81 28.12
I_b,int, Bicycle LOS Score for Intersection 2.437 2.086 2.908 2.474 Bicycle LOS B B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 3 - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-6)
Generated with
Volume to Capacity (v/c): 0.629
Level Of Service: B
Delay (sec / veh): 14.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 40: Bay Rd/Ringwood Ave/Sonoma Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 25.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left2 Left Thru Right Left2 Left Thru Right Left2 Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound
Name Ringwood Avenue Sonoma Avenue Bay Road
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 157 18 264 0 21 26 6 0 2 97 144 Total 15-Minute Volume [veh/h] 0 39 5 66 0 5 6 2 0 1 24 36 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 Total Hourly Volume [veh/h] 0 146 17 246 0 20 24 6 0 2 90 134 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 146 17 246 0 20 24 6 0 2 90 134 Name Ringwood Avenue Sonoma Avenue Bay Road
Volumes
Version 2023 (SP 0-6)
Generated with
Intersection LOS
B
Intersection Delay [s/veh] 14.14
Approach LOSCAB
Approach Delay [s/veh] 16.50 9.88 11.61
95th-Percentile Queue Length [ft] 111.81 7.56 42.36
95th-Percentile Queue Length [veh] 4.47 0.30 1.69
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.63 0.09 0.37
Capacity per Entry Lane [veh/h] 698 576 660
Lanes
Intersection Settings
Version 2023 (SP 0-6)
Generated with
Crosswalk Yes Yes
Grade [%] 0.00 0.00
Speed [mph] 30.00 25.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Right2 Left Thru Right Right2 Lane Configuration
Approach Westbound Southwestbound
Name Bay Road Ringwood Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0
Total Analysis Volume [veh/h] 143 126 9 0 0 0 0 0
Total 15-Minute Volume [veh/h] 36 31 2 0 0 0 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 Total Hourly Volume [veh/h] 133 117 8 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 133 117 8 0 0 0 0 0
Name Bay Road Ringwood Avenue
Volumes
Version 2023 (SP 0-6)
Generated with
Intersection LOS
B
Intersection Delay [s/veh] 14.14
Approach LOSBA
Approach Delay [s/veh] 13.44 0.00
95th-Percentile Queue Length [ft] 57.83 0.00
95th-Percentile Queue Length [veh] 2.31 0.00
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.45 0.00
Capacity per Entry Lane [veh/h] 620 568
Lanes
Intersection Settings
Version 2023 (SP 0-6)
Generated with
Appendix E
Signal Warrants
9/27/2023
0 El Camino Real & Selby Ln AM PEAK PERIOD
Warrant 3, Part B - Peak-Hour Vehicular Volume
One
2 or
More
Major Street - Both Approaches El Camino Real X 3470 3539 3853 3922 Minor Street - Highest Approach Selby Ln X 270 277 284 291 Signal Warranted Based on Part B - Peak-Hour Volumes? Yes Yes Yes Yes *Warrant is satisfied if plotted points fall above the appropriate curve in graph above.

Approach
Lanes
ExistingEx + Prj
Source: Figure 4C-3 California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California) .
* Note: 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.

AM PEAK PERIOD Cumulative Cumul + Prj Existing Ex + Prj Cumulative
Cumul + Prj
0 100
200
300
400
500
600
700
800
600 1600 2600 3600
Minor Street - Highest Approach (vph)
Major Street - Total of Both Approaches (vph)
Warrant 3, Part B - Peak-Hour Vehicular Volume
*100
*150
2 or more lanes & 2 or more lanes
2 or more lanes & 1 lane
1 lane & 1 lane
File: 1 ECR & Selby 2023-09-27
Tab: Warrant 3, Part B-Graph (AM)
9/27/2023
0 El Camino Real & Selby Ln PM PEAK HOUR
Warrant 3, Part B - Peak-Hour Vehicular Volume
One
2 or
More
Major Street - Both Approaches El Camino Real X 3280 3358 3476 3554 Minor Street - Highest Approach Selby Ln X 204 208 250 254 Signal Warranted Based on Part B - Peak-Hour Volumes? Yes Yes Yes Yes *Warrant is satisfied if plotted points fall above the appropriate curve in graph above.

Approach
Lanes

PM PEAK HOUR
Source: Figure 4C-3 California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California) .

Ex + Prj
Cumulative
Cumul + Prj
Existing
* Note: 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.

Existing
Ex + Prj
Cumulative
Cumul + Prj
0 100
200
300
400
500
600
700
800
600 1600 2600 3600
Minor Street - Highest Approach (vph)
Major Street - Total of Both Approaches (vph)
Warrant 3, Part B - Peak-Hour Vehicular Volume
*100
*150
2 or more lanes & 2 or more lanes
2 or more lanes & 1 lane
1 lane & 1 lane
File: 1 ECR & Selby 2023-09-27
Tab: Warrant 3, Part B-Graph (PM)
6/21/2023
0 TRAFFIC SIGNAL WARRANTS WORKSHEET
Analyst: JL date: 6/21/23
Major Street: Alameda de las Pulgas Critical Approach Speed* (mph) 25 Minor Street: Atherton Ave Critical Approach Speed* (mph) 25 *Posted Speed.

Critical speed of major street traffic > 50 mph (64 km/h)….…..…...….......……..

In built up area of isolated community of < 10,000 population….…...……….…..

Urban (U)
Warrant 3 - Peak Hour
PART A
(All parts 1, 2, and 3 below must be satisfied)

AM PEAK PERIOD
Minor Street Approach Direction w/ Highest Delay WB WB WB WB Highest Minor Street Average Delay (sec/veh) 11.3 11.4 12.3 12.4 Corresponding Minor Street Approach Volume (veh/hr) 383 387 393 397 Minor Street Total Delay (veh-hrs) 1.2 1.2 1.3 1.4
Total Entering Volume (veh/hr) 1577 1593 1682 1698

1. No No No No

2. Yes Yes Yes Yes

3. Yes Yes Yes Yes
Signal Warranted based on Part A? No No No No
PART B

AM PEAK PERIOD
One
2 or
More
Major Street - Both Approaches Alameda de las
Pulgas X 1142 1154 1227 1239
Minor Street - Highest Approach Atherton Ave X 208 210 218 220 Signal Warranted based on Part B? No No Yes YesCumul + Prj The volume on the same minor street approach equals or exceeds 100 vph for 1 moving lane of traffic or 150 vph for 2 moving lanes; AND
The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with 4 or more approaches or 650 vph for intersections with 3 approaches.

AM PEAK PERIOD
Ex + PrjCumulative
ExistingCumul + Prj
Source: California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California).

Existing
Approach
Lanes
The need for a traffic control signal should be considered if an engineering study finds that the criteria in either of the following two categories (Parts A and B) are met:

The Warrant is satisfied if the plotted point for vehicles per hour on the major street (both approaches) and the corresponding per hour higher vehicle volume minor street approach (one direction only) for one hour (any four consecutive 15-minute periods) fall above the applicable curves in California MUTCD Figure 4C-3 or 4C-4.
or
File: 2 Alemeda de las Pulgas & Atherton
Tab: Signal Warrants 3 (AM)
6/21/2023
0 Alameda de las Pulgas & Atherton Ave AM PEAK PERIOD
Warrant 3, Part B - Peak-Hour Vehicular Volume
One
2 or
More
Major Street - Both Approaches Alameda de las
Pulgas X 1142 1154 1227 1239
Minor Street - Highest Approach Atherton Ave X 208 210 218 220 Signal Warranted Based on Part B - Peak-Hour Volumes? No No Yes Yes *Warrant is satisfied if plotted points fall above the appropriate curve in graph above. Existing Ex + Prj
Source: Figure 4C-3 California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California) .
* Note: 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.

Approach
Lanes
AM PEAK PERIOD Cumulative Cumul + Prj
Existing Ex + Prj
Cumulative Cumul + Prj
0 100
200
300
400
500
600
700
800
600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Highest Approach (vph)
Major Street - Total of Both Approaches (vph)
Warrant 3, Part B - Peak-Hour Vehicular Volume
*100
*150
2 or more lanes & 2 or more lanes
2 or more lanes & 1 lane
1 lane & 1 lane
File: 2 Alemeda de las Pulgas & Atherton
Tab: Warrant 3, Part B-Graph (AM)
6/21/2023
0 TRAFFIC SIGNAL WARRANTS WORKSHEET
Analyst: JL date: 6/21/23
Major Street: Alameda de las Pulgas Critical Approach Speed* (mph) 25 Minor Street: Atherton Ave Critical Approach Speed* (mph) 25 *Posted Speed.

Critical speed of major street traffic > 50 mph (64 km/h)….…..…...….......……..

In built up area of isolated community of < 10,000 population….…...……….…..

Urban (U)
Warrant 3 - Peak Hour
PART A
(All parts 1, 2, and 3 below must be satisfied)

PM PEAK HOUR
Minor Street Approach Direction w/ Highest Delay EB EB EB EB Highest Minor Street Average Delay (sec/veh) 9.9 10.0 10.5 10.5 Corresponding Minor Street Approach Volume (veh/hr) 21 21 26 26 Minor Street Total Delay (veh-hrs) 0.1 0.1 0.1 0.1
Total Entering Volume (veh/hr) 1418 1433 1576 1591

1. No No No No

2. No No No No

3. Yes Yes Yes Yes
Signal Warranted based on Part A? No No No No
PART B

PM PEAK HOUR
One
2 or
More
Major Street - Both Approaches Alameda de las
Pulgas X 1018 1029 1163 1174
Minor Street - Highest Approach Atherton Ave X 116 117 124 125 Signal Warranted based on Part B? No No No No
Rural (R)
Ex + PrjCumulative

PM PEAK HOUR
Existing
The need for a traffic control signal should be considered if an engineering study finds that the criteria in either of the following two categories (Parts A and B) are met:

Cumul + Prj
Approach
Lanes
The volume on the same minor street approach equals or exceeds 100 vph for 1 moving lane of traffic or 150 vph for 2 moving lanes; AND
The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with 4 or more approaches or 650 vph for intersections with 3 approaches.

The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds 4 vehicle-hours for a 1- lane approach and 5 vehicle-hours for a 2-lane approach; AND Existing
The Warrant is satisfied if the plotted point for vehicles per hour on the major street (both approaches) and the corresponding per hour higher vehicle volume minor street approach (one direction only) for one hour (any four consecutive 15-minute periods) fall above the applicable curves in California MUTCD Figure 4C-3 or 4C-4.

Ex + PrjCumulative
Source: California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California).

Cumul + Prj
or
File: 2 Alemeda de las Pulgas & Atherton
Tab: Signal Warrants 3 (PM)
6/21/2023
0 Alameda de las Pulgas & Atherton Ave PM PEAK HOUR
Warrant 3, Part B - Peak-Hour Vehicular Volume
One
2 or
More
Major Street - Both Approaches Alameda de las
Pulgas X 1018 1029 1163 1174
Minor Street - Highest Approach Atherton Ave X 116 117 124 125 Signal Warranted Based on Part B - Peak-Hour Volumes? No No No No *Warrant is satisfied if plotted points fall above the appropriate curve in graph above.

Approach
Lanes
Source: Figure 4C-3 California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California) .

PM PEAK HOUR
Existing Ex + Prj
Cumulative Cumul + Prj
0 100
200
300
400
500
600
700
800
600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Highest Approach (vph)
Major Street - Total of Both Approaches (vph)
Warrant 3, Part B - Peak-Hour Vehicular Volume
*100
*150
2 or more lanes & 2 or more lanes
2 or more lanes & 1 lane
1 lane & 1 lane
File: 2 Alemeda de las Pulgas & Atherton
Tab: Warrant 3, Part B-Graph (PM)
9/27/2023
0 TRAFFIC SIGNAL WARRANTS WORKSHEET
Analyst: JL date: 9/27/23
Major Street: El Camino Real Critical Approach Speed* (mph) 35 Minor Street: Alejandra Ave Critical Approach Speed* (mph) 25 *Posted Speed.

Critical speed of major street traffic > 50 mph (64 km/h)….…..…...….......……..

In built up area of isolated community of < 10,000 population….…...……….…..

Urban (U)
Warrant 3 - Peak Hour
PART A
(All parts 1, 2, and 3 below must be satisfied)

AM PEAK PERIOD
Minor Street Approach Direction w/ Highest Delay EB EB EB EB Highest Minor Street Average Delay (sec/veh) 41.2 50.5 46.0 57.6 Corresponding Minor Street Approach Volume (veh/hr) 123 143 123 143 Minor Street Total Delay (veh-hrs) 1.4 2.0 1.6 2.3
Total Entering Volume (veh/hr) 2908 2984 3211 3287

1. No No No No

2. No No No No

3. Yes Yes Yes Yes
Signal Warranted based on Part A? No No No No
PART B

AM PEAK PERIOD
One
2 or
More
Major Street - Both Approaches El Camino Real X 2785 2841 3088 3144 Minor Street - Highest Approach Alejandra Ave X 123 143 123 143 Signal Warranted based on Part B? No No No No
Approach
Lanes
Source: California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California).

ExistingEx + PrjCumulative
The need for a traffic control signal should be considered if an engineering study finds that the criteria in either of the following two categories (Parts A and B) are met:

Rural (R)
Ex + PrjCumulative
AM PEAK PERIOD Existing
Cumul + Prj Cumul + Prj
The volume on the same minor street approach equals or exceeds 100 vph for 1 moving lane of traffic or 150 vph for 2 moving lanes; AND
The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with 4 or more approaches or 650 vph for intersections with 3 approaches.

The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds 4 vehicle-hours for a 1- lane approach and 5 vehicle-hours for a 2-lane approach; AND or
File: 5 ECR & Alejandra 2023-09-27
Tab: Signal Warrants 3 (AM)
9/27/2023
0 El Camino Real & Alejandra Ave AM PEAK PERIOD
Warrant 3, Part B - Peak-Hour Vehicular Volume
One
2 or
More
Major Street - Both Approaches El Camino Real X 2785 2841 3088 3144 Minor Street - Highest Approach Alejandra Ave X 123 143 123 143 Signal Warranted Based on Part B - Peak-Hour Volumes? No No No No *Warrant is satisfied if plotted points fall above the appropriate curve in graph above.

Source: Figure 4C-3 California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California) .
* Note: 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.

AM PEAK PERIOD Cumulative Cumul + Prj
Ex + Prj
Approach
Lanes
Existing
Existing
Ex + Prj
Cumulative
Cumul + Prj
0 100
200
300
400
500
600
700
800
600 1100 1600 2100 2600 3100
Minor Street - Highest Approach (vph)
Major Street - Total of Both Approaches (vph)
Warrant 3, Part B - Peak-Hour Vehicular Volume
*100
*150
2 or more lanes & 2 or more lanes
2 or more lanes & 1 lane
1 lane & 1 lane
File: 5 ECR & Alejandra 2023-09-27
Tab: Warrant 3, Part B-Graph (AM)
9/27/2023
0 TRAFFIC SIGNAL WARRANTS WORKSHEET
Analyst: JL date: 9/27/23
Major Street: El Camino Real Critical Approach Speed* (mph) 35 Minor Street: Alejandra Ave Critical Approach Speed* (mph) 25 *Posted Speed.

Critical speed of major street traffic > 50 mph (64 km/h)….…..…...….......……..

In built up area of isolated community of < 10,000 population….…...……….…..

Urban (U)
Warrant 3 - Peak Hour
PART A
(All parts 1, 2, and 3 below must be satisfied)

PM PEAK HOUR
Minor Street Approach Direction w/ Highest Delay EB EB EB EB Highest Minor Street Average Delay (sec/veh) 18.4 19.7 22.0 23.9 Corresponding Minor Street Approach Volume (veh/hr) 119 132 119 132 Minor Street Total Delay (veh-hrs) 0.6 0.7 0.7 0.9
Total Entering Volume (veh/hr) 2704 2788 2918 3002

1. No No No No

2. No No No No

3. Yes Yes Yes Yes
Signal Warranted based on Part A? No No No No
PART B

PM PEAK HOUR
One
2 or
More
Major Street - Both Approaches El Camino Real X 2585 2656 2799 2870 Minor Street - Highest Approach Alejandra Ave X 119 132 119 132 Signal Warranted based on Part B? No No No No
The Warrant is satisfied if the plotted point for vehicles per hour on the major street (both approaches) and the corresponding per hour higher vehicle volume minor street approach (one direction only) for one hour (any four consecutive 15-minute periods) fall above the applicable curves in California MUTCD Figure 4C-3 or 4C-4.

Ex + PrjCumulative
Source: California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California).

Cumul + Prj
The volume on the same minor street approach equals or exceeds 100 vph for 1 moving lane of traffic or 150 vph for 2 moving lanes; AND
The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with 4 or more approaches or 650 vph for intersections with 3 approaches.

PM PEAK HOUR
Existing
The need for a traffic control signal should be considered if an engineering study finds that the criteria in either of the following two categories (Parts A and B) are met:
or
File: 5 ECR & Alejandra 2023-09-27
Tab: Signal Warrants 3 (PM)
9/27/2023
0 El Camino Real & Alejandra Ave PM PEAK HOUR
Warrant 3, Part B - Peak-Hour Vehicular Volume
One
2 or
More
Major Street - Both Approaches El Camino Real X 2585 2656 2799 2870 Minor Street - Highest Approach Alejandra Ave X 119 132 119 132 Signal Warranted Based on Part B - Peak-Hour Volumes? No No No No *Warrant is satisfied if plotted points fall above the appropriate curve in graph above. * Note: 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.

PM PEAK HOUR
Source: Figure 4C-3 California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California) .

Ex + Prj
Cumulative
Cumul + Prj
Existing
Approach
Lanes
Existing
Ex + Prj
Cumulative
Cumul + Prj
0 100
200
300
400
500
600
700
800
600 1100 1600 2100 2600
Minor Street - Highest Approach (vph)
Major Street - Total of Both Approaches (vph)
Warrant 3, Part B - Peak-Hour Vehicular Volume
*100
*150
2 or more lanes & 2 or more lanes
2 or more lanes & 1 lane
1 lane & 1 lane
File: 5 ECR & Alejandra 2023-09-27
Tab: Warrant 3, Part B-Graph (PM)
9/27/2023
0 TRAFFIC SIGNAL WARRANTS WORKSHEET
Analyst: JL date: 9/27/23
Major Street: Bay Road Critical Approach Speed* (mph) 25 Minor Street: Sonoma Ave/ Ringwood Ave Critical Approach Speed* (mph) 25 *Posted Speed.

Critical speed of major street traffic > 50 mph (64 km/h)….…..…...….......……..

In built up area of isolated community of < 10,000 population….…...……….…..

Urban (U)
Warrant 3 - Peak Hour
PART A
(All parts 1, 2, and 3 below must be satisfied)

AM PEAK PERIOD
Minor Street Approach Direction w/ Highest Delay EB EB EB EB Highest Minor Street Average Delay (sec/veh) 27.4 32.8 28.1 53.3 Corresponding Minor Street Approach Volume (veh/hr) 360 364 373 377 Minor Street Total Delay (veh-hrs) 2.7 3.3 2.9 5.6
Total Entering Volume (veh/hr) 1244 1270 1318 1344

1. No No No Yes

2. Yes Yes Yes Yes

3. Yes Yes Yes Yes
Signal Warranted based on Part A? No No No Yes
PART B

AM PEAK PERIOD
One
2 or
More
Major Street - Both Approaches Bay Road X 763 784 808 829 Minor Street - Highest Approach Sonoma Ave/
Ringwood Ave X 360 364 373 377
Signal Warranted based on Part B? Yes Yes Yes Yes
Source: California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California).

Existing
Approach
Lanes
The need for a traffic control signal should be considered if an engineering study finds that the criteria in either of the following two categories (Parts A and B) are met:

The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds 4 vehicle-hours for a 1- lane approach and 5 vehicle-hours for a 2-lane approach; AND Ex + PrjCumulative
or
File: 9 Bay & Ringwood & Sonoma 2023-09-27
Tab: Signal Warrants 3 (AM)
9/27/2023
0 Bay Road & Sonoma Ave AM PEAK PERIOD
Warrant 3, Part B - Peak-Hour Vehicular Volume
One
2 or
More
Major Street - Both Approaches Bay Road X 763 784 808 829 Minor Street - Highest Approach Sonoma Ave/
Ringwood Ave X 360 364 373 377
Signal Warranted Based on Part B - Peak-Hour Volumes? Yes Yes Yes Yes *Warrant is satisfied if plotted points fall above the appropriate curve in graph above.

AM PEAK PERIOD Cumulative Cumul + Prj
Ex + Prj
Source: Figure 4C-3 California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California) .
* Note: 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.

Approach
Lanes
Existing
Existing Ex + Prj
Cumulative
Cumul + Prj
0 100
200
300
400
500
600
700
800
600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Highest Approach (vph)
Major Street - Total of Both Approaches (vph)
Warrant 3, Part B - Peak-Hour Vehicular Volume
*100
*150
2 or more lanes & 2 or more lanes
2 or more lanes & 1 lane
1 lane & 1 lane
File: 9 Bay & Ringwood & Sonoma 2023-09-27
Tab: Warrant 3, Part B-Graph (AM)
9/27/2023
0 TRAFFIC SIGNAL WARRANTS WORKSHEET
Analyst: JL date: 9/27/23
Major Street: Bay Road Critical Approach Speed* (mph) 25 Minor Street: Sonoma Ave/ Ringwood Ave Critical Approach Speed* (mph) 25 *Posted Speed.

Critical speed of major street traffic > 50 mph (64 km/h)….…..…...….......……..

In built up area of isolated community of < 10,000 population….…...……….…..

Urban (U)
Warrant 3 - Peak Hour
PART A
(All parts 1, 2, and 3 below must be satisfied)

PM PEAK HOUR
Minor Street Approach Direction w/ Highest Delay NB NB NB NB Highest Minor Street Average Delay (sec/veh) 13.5 14.1 15.7 16.6 Corresponding Minor Street Approach Volume (veh/hr) 213 223 248 258 Minor Street Total Delay (veh-hrs) 0.8 0.9 1.1 1.2
Total Entering Volume (veh/hr) 813 838 918 943

1. No No No No

2. Yes Yes Yes Yes

3. Yes Yes Yes Yes
Signal Warranted based on Part A? No No No No
PART B

PM PEAK HOUR
One
2 or
More
Major Street - Both Approaches Bay Road X 400 419 465 484 Minor Street - Highest Approach Sonoma Ave/
Ringwood Ave X 378 384 403 409
Signal Warranted based on Part B? No No No No
The Warrant is satisfied if the plotted point for vehicles per hour on the major street (both approaches) and the corresponding per hour higher vehicle volume minor street approach (one direction only) for one hour (any four consecutive 15-minute periods) fall above the applicable curves in California MUTCD Figure 4C-3 or 4C-4.

Ex + PrjCumulative
Source: California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California).

PM PEAK HOUR
Existing
The need for a traffic control signal should be considered if an engineering study finds that the criteria in either of the following two categories (Parts A and B) are met:
or
File: 9 Bay & Ringwood & Sonoma 2023-09-27
Tab: Signal Warrants 3 (PM)
9/27/2023
0 Bay Road & Sonoma Ave PM PEAK HOUR
Warrant 3, Part B - Peak-Hour Vehicular Volume
One
2 or
More
Major Street - Both Approaches Bay Road X 400 419 465 484 Minor Street - Highest Approach Sonoma Ave/
Ringwood Ave X 378 384 403 409
Signal Warranted Based on Part B - Peak-Hour Volumes? No No No No *Warrant is satisfied if plotted points fall above the appropriate curve in graph above.

PM PEAK HOUR
Source: Figure 4C-3 California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California) .

Approach
Lanes
Existing Ex + Prj
Cumulative Cumul + Prj
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 - Highest Approach (vph)
Major Street - Total of Both Approaches (vph)
Warrant 3, Part B - Peak-Hour Vehicular Volume
*100
*150
2 or more lanes & 2 or more lanes
2 or more lanes & 1 lane
1 lane & 1 lane
File: 9 Bay & Ringwood & Sonoma 2023-09-27
Tab: Warrant 3, Part B-Graph (PM)

Atherton City CouncilSeptember 18, 2024

Atherton City Council
September 18, 2024