Att 6 - Transportation Impact Analysis (Hexagon, Inc) — San Mateo City Council, August 17, 2026

616 South B Street Mixed-Use
Development
Draft Transportation Analysis
Prepared for:

Nazareth Vista LLC
April 23, 2026
Hexagon Transportation Consultants, Inc.

Hexagon Office: 100 Century Center Court, Suite 501
San Jose, CA 95112
Hexagon Job Number: 25OZ11
Phone: 408.971.6100

616 South B Street – Transportation Impact Analysis April 23, 2026

Table of Contents
Executive Summary ................................ ................................ ................................ ............................... iii

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

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

3. Opening Year Conditions ................................ ................................ ................................ ............ 18

4. Cumulative Conditions ................................ ................................ ................................ ................ 26

5. Other Transportation Issues ................................ ................................ ................................ ........ 30

6. C/CAG Checklist ................................ ................................ ................................ ......................... 41 Appendices
Appendix A Traffic Counts
Appendix B Volume Sheets
Appendix C Intersection Level of Service Calculations Appendix D San Mateo County C/CAG Checklist
List of Tables
Table ES 1 Intersection Level of Service Summary................................ ................................ ............. vi Table 1 Signalized Intersection Level of Service Definitions Based on Average Control Delay ...... 7 Table 2 Unsignalized Intersection Level of Service Definitions Based on Average Delay .............. 7 Table 3 Existing Transit Services ................................ ................................ ................................ 12 Table 4 Existing Intersection Levels of Service................................ ................................ ............ 15 Table 5 Project Trip Generation Estimates ................................ ................................ .................. 21 Table 6 Opening Year Plus Project Intersection Levels of Service ................................ .............. 24 Table 7 Cumulative Intersection Levels of Service ................................ ................................ ...... 29 Table 8 Intersection Queuing Analysis ................................ ................................ ........................ 31 Table 9 C/CAG TDM Measures ................................ ................................ ................................ ... 42 List of Figures
Figure 1 Site Location and Study Intersections ................................ ................................ ............... 2 Figure 2 Proposed Site Plan ................................ ................................ ................................ ........... 3 Figure 3 Existing Bicycle Network ................................ ................................ ................................ 13 Figure 4 Existing Transit Services ................................ ................................ ................................ 14 Figure 5 Existing Lane Configurations ................................ ................................ .......................... 16 Figure 6 Existing Traffic Volumes ................................ ................................ ................................ 17 Figure 7 Opening Year Traffic Volumes ................................ ................................ ....................... 19 Figure 8 Project Trip Distribution ................................ ................................ ................................ .. 22 Figure 9 Net Project Trip Assignment ................................ ................................ .......................... 23 Figure 10 Opening Year Plus Project Traffic Volumes ................................ ................................ ... 25 Figure 11 Cumulative Traffic Volumes ................................ ................................ ........................... 27 Figure 12 Cumulative Plus Project Traffic Volumes ................................ ................................ ....... 28 Figure 13a Site Plan – Second Parking Level ................................ ................................ ................... 35 Figure 13b Site Plan – Second Parking Level ................................ ................................ ................... 36 Figure 14a Ramp Turning Template ................................ ................................ ................................ . 37 Figure 14b Ramp Turning Template ................................ ................................ ................................ . 38

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Executive Summary
This report presents the results of the transportation impact analysis (TIA) conducted for the mixed-use development proposed at 616 South B Street in San Mateo, California. The site is located on South B Street between 6th Avenue and 7th Avenue. Vehicular access to the site would be via one driveway on 6th Avenue and a second driveway on 7th Avenue.

The project proposes to construct 94 residential units and 7,286 square feet of retail within a single eight story building. Of the 94 residential units, 10 are proposed to be very-low income units. The site is currently occupied by a vacant former paint store and a specialty plastic supply store. The existing buildings would be removed. The project proposes to provide 93 residential parking spaces located on the second and third levels, accessible via the south garage entrance on 7th Avenue, and 21 parking spaces for retail uses and visitors on the first level, accessible via the north garage entrance on 6th Avenue. The project also proposes 6 motorcycle parking spaces for residents.

This purpose of this study is to identify the potential transportation impacts related to the proposed development and to satisfy the requirements of the California Environmental Quality Act (CEQA), the City of San Mateo and the City/County Association of Governments of San Mateo County (C/CAG). C/CAG administers the County’s Congestion Management Program (CMP). This study includes a vehicle miles traveled (VMT) evaluation per CEQA and local transportation analysis (LTA).

VMT Analysis
CEQA requires that all new development projects be analyzed for vehicle miles traveled (VMT).

The VMT for the project is analyzed according to the City of San Mateo adopted VMT guidelines.

The City’s guidelines provide VMT thresholds, baselines, and criteria to evaluate VMT impacts for new development projects. The guidelines also provide screening criteria to determine whether a project would have a less than significant effect on VMT and would be exempt from CEQA analysis.

The City’s VMT guidelines state that if a project is located in a High Quality Transit Area (HQTA), it is not expected to create a significant VMT impact and is screened out of detailed VMT analysis. To meet this criteria, the project must be within 0.5 miles of a high-quality transit stop or rail station, have a floor area ratio greater than 0.75, not replace affordable residential, not provide more parking than required (if the jurisdiction requires the project to supply parking), and be consistent with the applicable Metropolitan Transportation Commission’s (MTC) Sustainable Communities Strategy.
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The project is located within 0.5 mile of the San Mateo Caltrain Station and has an FAR of approximately 3.6. The project would not exceed the City’s parking requirements, would not replace any existing affordable housing units, and would be consistent with the City’s General Plan and the applicable Sustainable Communities Strategy. Therefore, the project meets the City’s HQTA screening criteria and does not require detailed VMT analysis.

Project Trip Estimates
The Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 12th Edition, was used to estimate the vehicle trips that would be generated by the project. After applying the appropriate ITE trip generation rates, applicable trip credits from the existing land use, and pass- by and multi-use reductions, the proposed project is estimated to generate 901 net daily vehicle trips, including 56 trips (26 inbound, 30 outbound) occurring during the AM peak hour and 55 trips (31 inbound, 24 outbound) during the PM peak hour.

Intersection Level of Service Analysis
The results of the intersection level of service analysis show that all study intersections would operate at an acceptable level of service with and without the addition of project trips under existing, opening year, and cumulative conditions (see Table ES-1).

Other Transportation Issues
Queuing
A supplemental vehicle queuing analysis using Synchro was conducted at key intersections expected to experience substantial project traffic to evaluate future storage. At the intersection of B Street & 5th Avenue under cumulative conditions, the 95th percentile queues are projected to exceed the approximately 225-foot available storage by 200 and 250 feet during the AM and PM peak hours, respectively for the northbound approach, and by 75 feet during the PM peak hour for the southbound approach. With the addition of project trips under cumulative plus project conditions, the 95th percentile queue on the northbound approach during the PM peak hour would increase by approximately one vehicle length.

Site Access and Circulation
The proposed site plan shows generally adequate site access and on-site circulation. The project should consider the following recommendation resulting from the site plan review:

Recommendations
• Trees should have a high canopy of at least 6 feet within the sight triangle on either side of the project driveway to maintain sight distance.
• The project should include mirrors at the corners of ramps to improve visibility around corners.
• A gate should be installed at the residential garage entrance on 7th Avenue to limit the garage to resident access only.
• Tandem parking spaces should be allocated to the same residential unit. 616 South B Street – Transportation Impact Analysis April 23, 2026

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Table ES-1
Intersection Levels of Service Summary

# Intersection Pk Hr Control1
Avg.

Delay2 LOS2
Avg.

Delay LOS
Incr. in
Avg.

Delay
Avg.

Delay2 LOS2
Avg.

Delay2 LOS2
Incr. in
Avg.

Delay
AM 10.2 B 10.3 B 10.5 B 0.2 19.7 C 20.7 C 1.0
PM 10.4 B 10.6 B 10.8 B 0.2 22.1 C 23.5 C 0.9
AM 7.5 A 7.7 A 7.7 A 0.0 10.1 B 10.2 B 0.1
PM 7.6 A 7.6 A 7.7 A 0.1 10.3 B 10.6 B 0.3
AM 9.8 A 9.9 A 10.2 B 0.3 17.5 C 18.8 C 1.3
PM 9.8 A 9.9 A 10.2 B 0.4 16.4 C 17.1 C 0.7
AM 9.9 A 10.2 B 10.5 B 0.3 18.6 B 19.0 B 0.4
PM 10.8 B 11.1 B 11.3 B 0.2 24.9 C 25.8 C 0.9
AM - - - - 8.7 A - - - 9.1 A -
PM - - - - 8.7 A - - - 9.0 A -
AM - - - - 8.6 A - - - 8.8 A -
PM - - - - 8.6 A - - - 8.7 A -
Cumulative + ProjectOpening Year + ProjectExisting Opening Year Cumulative 1 6th Avenue and B Street TWSC
2 6th Avenue and Laurel
Avenue
AWSC
5 6th Avenue and Project
Driveway
OWSC
6 7th Avenue and Project
Driveway
OWSC
3 7th Avenue and B Street TWSC
4 5th Avenue and B Street Signal
Intersections 5 & 6 are future intersections

1. TWSC = Two-Way Stop Control, AWSC = All-Way Stop Control, OWSC = One-Way Stop Control Notes

2. For TWSC & OWSC intersections, delay and LOS represents worst approach delay and LOS. 616 South B Street – Transportation Impact Analysis April 23, 2026

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1. Introduction
This report presents the results of the transportation impact analysis (TIA) conducted for the mixed-use development proposed at 616 South B Street in San Mateo, California (see Figure 1). The site is located on South B Street between 6th Avenue and 7th Avenue.

Scope of Study
This purpose of this study is to identify the potential transportation impacts related to the proposed development and to satisfy the requirements of the California Environmental Quality Act (CEQA), the City of San Mateo and the City/County Association of Governments of San Mateo County (C/CAG).

The C/CAG administers the San Mateo County Congestion Management Program (CMP and Transportation Demand Management (TDM) program. This study includes a vehicle miles traveled (VMT) evaluation per CEQA and local transportation analysis (LTA) per the City’s Transportation Impact Analysis Guidelines.

Vehicle Miles Traveled Analysis
The City of San Mateo’s Vehicle Miles Travelled (VMT) Policy establishes procedures for determining project impacts on VMT based on project description, characteristics, and/or location. The City’s VMT methodology also includes screening criteria that are used to identify types, characteristics, and/or locations of projects that would not exceed the CEQA thresholds of significance. If a project or a component of a mixed-use project meets the screening criteria, it is then presumed that the project or the component would result in a less-than-significant VMT impact and a VMT analysis is not required.

For a project that does not meet the screening criteria, a project’s VMT impact is determined by comparing the project VMT to the appropriate thresholds of significance based on the type of development.

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616 South B Street – Transportation Impact Analysis
Figure 1
Site Location and Study Intersections

Figure 2
Site Plan
616 South B Street – Transportation Impact Analysis
6 T H A V E N U E
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2 616 South B Street – Transportation Impact Analysis April 23, 2026

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The San Mateo VMT Policy contains the following screening criteria for developments that are expected to cause a less-than-significant transportation impact under CEQA and are not required to prepare further VMT analysis:

1. Small Projects: Any development that would generate fewer than 110 daily vehicle trips.

2. Affordable Housing: Projects comprised of 100 percent affordable housing units.

3. Local-Serving Retail and Public Facilities: Retail commercial projects comprised of stores of up to 50,000 gross square feet and local-serving public facilities like police, fire stations, public utilities, and neighborhood parks.

4. Affordable Housing: Projects comprised of 100 percent affordable housing units.

5. High Quality Transit Area (HQTA): Projects that are located in a high‐quality transit area (HQTA) would not require a detailed VMT analysis. Currently, only Caltrain stations in the City are qualified as high‐quality transit. The presumption to exempt a project from a detailed VMT analysis does not apply if the project:
• has a floor area ratio (FAR) of less than 0.75;
• includes more parking for use by residents, customers, or employees of the project than required by the jurisdiction (if the jurisdiction requires the project to supply parking); • is inconsistent with the applicable Metropolitan Transportation Commission’s (MTC) Sustainable Communities Strategy (SCS), as determined by the City; or • replaces affordable residential units with a smaller number of moderate‐ or high‐income residential units.

6. Project Located in Low VMT Area: Residential and employment projects that are proposed in areas that generate VMT below adopted City thresholds.

7. Consistency with RTP/ SCS: Projects inconsistent with the MTC Regional Transportation Plan/Sustainable Communities Strategy (RTP/SCS) do not qualify for screening out of a detailed VMT analysis.

The project is located within 1/2-mile of the San Mateo Caltrain Station, which is considered a HQTA in San Mateo. The project FAR would be 3.6, the parking provided by the project would not exceed the City’s vehicular parking requirement, the project would not replace any existing affordable housing units, and the project would be consistent with the City’s General Plan. Therefore, the project would be able to apply the HQTA screening and be screened out of a VMT analysis.

Local Transportation Analysis (LTA)
In addition to a VMT analysis, the City requires all projects to measure intersection operations to provide improvements or address project related operational deficiencies through a Local Transportation Analysis (LTA). The LTA also includes an evaluation of the project’s effect on transit, bicycle, and pedestrian access, a review of site access and circulation, and a parking analysis.

This study analyzes the traffic effects of the project on the key intersections in the vicinity of the site during the weekday AM and PM peak hours of traffic. The weekday AM peak hour is generally between 7:00 AM and 9:00 AM and the weekday PM peak hour is generally between 4:00 PM and 6:00 PM. On a typical weekday (Tuesday through Thursday), these are the periods when the most congested traffic generally occurs.

This study includes an analysis of the weekday peak-hour traffic conditions of six intersections, as listed below, in accordance with the City’s TA guidelines.
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Study Intersections

1. 6th Avenue & B Street (unsignalized)

2. 6th Avenue & Laurel Avenue (unsignalized)

3. 7th Avenue & B Street (unsignalized)

4. 5th Avenue & B Street (signalized)

5. Project Driveway at 6th Avenue (unsignalized)

6. Project Driveway at 7th Avenue (unsignalized)

Intersection traffic conditions were evaluated for the following scenarios:
• Existing Conditions. Existing AM and PM peak-hour traffic volumes were obtained from new turning-movement counts conducted on October 22, 2025 and November 18, 2025.

Traffic counts are included in Appendix A.
• Opening Year Conditions. Opening year conditions represent existing volumes plus projected volumes from approved developments that have not yet been constructed and occupied. Approved project information was obtained from the City of San Mateo website. • Opening Year Plus Project Conditions. Opening year plus project conditions were estimated by adding to the opening year traffic volumes the new traffic estimated to be generated by the project. Intersection effects associated with the development will be evaluated relative to opening conditions.
• Cumulative No Project Conditions. Cumulative traffic volumes represent traffic volumes and roadway conditions projected at the City’s General Plan Buildout. The City’s recently adopted General Plan did not produce intersection volume forecasts. Therefore, cumulative traffic volumes were developed using the latest citywide travel demand model. • Cumulative Plus Project Conditions. Cumulative plus project traffic volumes were estimated by adding to the cumulative traffic volumes the new traffic generated by the project. Intersection effects associated with the development will be evaluated relative to cumulative conditions.

Other Transportation Issues
The study includes an evaluation of potential operational deficiencies related to transit services and a review of site access, on-site circulation, effects on pedestrian, bicycle, and transit facilities, and parking.

Intersection Operations Analysis Methodology
This section presents the methods used to determine traffic conditions at the study intersections. It includes descriptions of the data requirements, the analysis methodologies, and the applicable level of service standards.

Data Requirements
The data required for the analysis was obtained from traffic counts, the City of San Mateo, and field observations. The following data was collected:
• Existing traffic volumes
• Lane geometries
• Signal timing and phasing
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• List of approved developments

Intersection Level of Service Analysis Methodologies 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. This study utilizes Synchro software to determine intersection levels of service based on the latest HCM methodology.

Signalized Intersections
For signalized intersections, the level of service method evaluates intersection operations on the basis of average control delay time for all vehicles at the intersection based on the methodology described in the 7th Edition of the Highway Capacity Manual (HCM).

The City of San Mateo’s level of service standard for signalized intersections is LOS mid-D (average delay of 45 seconds).

Unsignalized Intersections
Level of service analysis at unsignalized intersections is generally used to determine the need for modifications in the type of intersection control (i.e., all-way stop or signalization). As part of the evaluation, traffic volumes, delays and traffic signal warrants are evaluated to determine if the existing intersection control is appropriate.

For unsignalized intersections, level of service depends on the average delay experienced by vehicles on the stop-controlled approaches. For side street stop-controlled 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. The level of service is reported based on the average delay for the worst approach. The level of service definitions for unsignalized intersections is shown in Table 1.

The City of San Mateo’s level of service standard for unsignalized intersections is LOS E.

Intersection Vehicle Queuing Analysis
The analysis of intersection operations was supplemented with a vehicle queuing analysis at intersections at all locations where a turn pocket is present or storage is otherwise limited. The adequacy of existing/planned storage is assessed by means of comparison with expected maximum vehicle queues.

An evaluation of vehicle queuing was conducted using the Synchro software. The basis of the analysis is as follows: (1) the Synchro software is used to estimate the 95th percentile maximum number of queued vehicles; (2) the estimated maximum number of vehicles in the queue is translated into a queue length, assuming 25 feet per vehicle; and (3) the estimated maximum queue length is compared to the available storage capacity.

For signalized intersections, the 95th percentile queue length value indicates that during the peak hour, a queue of this length or less would occur on 95 percent of the signal cycles, or a queue length larger than the 95th percentile queue would only occur on 5 percent of the signal cycles (about 3 cycles during the peak hour for a signal with a 60-second cycle length). Thus, turn pocket storage designs based on the 95th percentile queue length would ensure that storage space would be exceeded only 5 percent of the time for a signalized movement.
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Table 1
Signalized Intersection Level of Service Definitions Based on Average Control Delay

Table 2
Unsignalized Intersection Level of Service Definitions Based on Average Delay

Level of
Service Description Average Control Delay
per Vehicle (sec.)
B
Operations characterized by good signal progression and/or short cycle lengths. More vehicles stop than with LOS A, causing higher levels of average vehicle delay.

10.1 to 20.0
A
Signal progression is extremely favorable. Most vehicles arrive during the green phase and do not stop at all. Short cycle lengths may also contribute to the very low vehicle delay.

10.0 or less
D
The influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable signal progression, long cycle lengths, or high volume-to-capacity (V/C) ratios. Many vehicles stop and individual cycle failures are noticeable.

35.1 to 55.0
C
Higher delays may result from fair signal progression and/or longer cycle lengths. Individual failures may begin to appear at this level. The number of vehicles stopping is significant, though some vehicles may still pass through the intersection without stopping.

20.1 to 35.0
F
This level of delay is considered unacceptable by most drivers. This condition often occurs with oversaturation, that is, when arrival flow rates exceed the capacity of the intersection. Poor progression and long cycle lengths may also be major contributing causes of such delay. greater than 80.0
E
This is considered to be the limit of acceptable delay. These high delay values generally indicate poor signal progression, long cycle lengths, and high volume-to-capacity (V/C) ratios. Individual cycle failures occur frequently.

55.1 to 80.0
Source: Transportation Research Board, Highway Capacity Manual, 7th Edition (Washington, D.C.,2022) Level of Service Description Average Control Delay per Vehicle (sec.) Source: Transportation Research Board, Highway Capacity Manual, 7th Edition (Washington, D.C.,2022) E Very long traffic delays 35.1 to 50.0
F Extreme traffic delays greater than 50.0
C Average traffic delays 15.1 to 25.0
D Long traffic delays 25.1 to 35.0
B Short traffic delays 10.1 to 15.0
A Little or no traffic delay 10.0 or less
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Definition of Adverse Intersection Operational Effects
Although measures of congestion such as delay and level of service are no longer used to identify significant impacts under CEQA, a local transportation analysis was conducted to evaluate the project’s consistency with the level of service standards set forth in the City’s guidelines and to identify feasible improvements to remedy deficiencies. Adverse operational effects at study intersections are based on the City of San Mateo standards.

Signalized Intersections
An adverse traffic operations issue is identified by the City for signalized intersections if the addition of traffic generated by the proposed projects results in one of the following for either peak hour:

1. The level of service at the intersection drops below its respective level of service standard (LOS mid-D or better) when project traffic is added, or

2. An intersection that operates below its level of service standard under no-project conditions experiences an increase in average delay of four (4) or more seconds when project traffic is added.

Unsignalized Intersections
An adverse traffic operations issue is identified by the City for unsignalized intersections if the addition of traffic generated by the proposed project results in one of the following for either peak hour:

1. The addition of project traffic causes the average intersection delay for all-way stop-controlled or the worst approach for side-street stop-controlled intersections to degrade to LOS F, or

2. An intersection that operates below its level of service standard under no-project conditions experiences an increase in average delay of four (4) or more seconds when project traffic is added.

If the operations of an unsignalized intersection become deficient based on LOS then an adverse effect would occur when: (1) an unsignalized intersection with project traffic is forecast to operate at unacceptable LOS, and (2) if it meets the peak hour signal warrants for existing intersections, and the daily warrants for planned intersections under the California Manual on Uniform Traffic Control Devices (CA MUTCD). If a project is near a school or downtown area with substantial pedestrian activity then City may require additional warrants to be evaluated such as pedestrian, accident history, etc.

Report Organization
This report has a total of six chapters. Chapter 2 describes the existing roadway network, transit service, bicycle and pedestrian facilities, and existing intersection levels of service. Chapter 3 presents the intersection levels of service under opening year conditions (existing conditions with the addition of traffic from approved developments), the method used to estimate project traffic, and the resulting intersection levels of service under opening year plus project conditions. Chapter 4 presents the intersection levels of service under cumulative conditions and the method used to estimate cumulative volumes, and the resulting levels of service under cumulative plus project conditions. Chapter 5 presents the analysis of other transportation-related issues, including intersection queuing, site access and circulation, parking, and effects to pedestrian, bicycle, and transit facilities. Chapter 6 presents the C/CAG TDM checklist.

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2. Existing Conditions
This chapter describes the existing conditions for transportation facilities in the vicinity of the site, including the roadway network, transit services, pedestrian and bicycle facilities, and traffic operations at the study intersections.

Existing Roadway Network
Regional access to the project site is provided via US 101 and El Camino Real (also known as State Route (SR ) 82). Local access to the site is provided via 5th Avenue, 6th Avenue, 7th Avenue, and South B Street. These facilities are described below.

US 101 is a north-south ten-lane freeway (four mixed-flow lanes and one express lane in each direction) in the vicinity of the site. US 101 extends northward to San Francisco and southward to Gilroy. Access to and from the site is provided via interchanges at 3rd Avenue and 4th Avenue.

El Camino Real (SR 82) is a north-south arterial with six lanes in the vicinity of the site. It is designated as a principal arterial per the City of San Mateo General Plan 2040. SR 82 extends from San Francisco to San Jose. In the project vicinity, the posted speed limit is 35 miles per hour (mph). Access to and from the site is provided via 5th Avenue and 9th Avenue.

B Street is a north-south major collector per the City’s general plan. It has one lane in each direction and extends from 16th Avenue in the south to Tilton Avenue in the north. It has a posted speed limit of 25 mph. On-street parking is allowed on both sides of the street with some blocks having angled parking. Continuous sidewalks are present on both sides of the street. There is a Class III bike route with sharrows on both sides of the street from 9th Avenue to Baldwin Avenue. Between 1st and 3rd Avenues, B Street is a pedestrian mall with non-emergency vehicle access prohibited. 5th Avenue is an east-west minor arterial per the City’s general plan. 5th Avenue has one lane in each direction and extends from Virginia Avenue in the west to Amphlett Boulevard in the east. It has a posted speed limit of 25 mph. On-street parking is allowed on both sides of the street for a majority of the street’s length with some blocks having angled parking. In the vicinity of the site between B Street and Delaware Street, on-street parking is prohibited with a Class II bike lane in its place. A Class III bike route with sharrows is provided between El Camino Real and B Street as well as east of Delaware Street. The project site can be accessed from 5th Avenue via B Street. 6th Avenue is an east-west local street per the City’s general plan. 6th Avenue has one lane in each direction and extends from Laurel Avenue in the west to Railroad Avenue in the east. On-street parking is allowed on both sides of the street. Continuous sidewalks are present on both sides of the street. 616 South B Street – Transportation Impact Analysis April 23, 2026

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There are no bicycle facilities on 6th Avenue. 6th Avenue would provide direct access to and from the project via the retail/visitor garage driveway.
7th Avenue is an east-west local street per the City’s general plan. 7th Avenue has one lane in each direction and extends from Laurel Avenue in the west to Railroad Avenue in the east. On-street parking is allowed on both sides of the street. Continuous sidewalks are present on both sides of the street.

There are no bicycle facilities on 7th Avenue. 7th Avenue would provide direct access to and from the project via the residential garage driveway.

Laurel Avenue is a north-south local street per the City’s general plan. The street has one lane in each direction and extends from 5th Avenue in the north to Rosewood Drive near 10th Avenue in the south.

On-street parking is allowed on both sides of the street. Continuous sidewalks are present on both sides of the street. The street features a Class II bike lane in each direction between 5th Avenue and 9th Avenue.

Existing Pedestrian and Bicycle Facilites
Pedestrian Facilites
Pedestrian facilities within the study area include sidewalks, marked crosswalks, and pedestrian signals at signalized intersections. Continuous sidewalks are present along all streets in the project vicinity.

Most crossings in the project vicinity include marked crosswalks on at least two legs. These sidewalks and crosswalks provide continuous pedestrian connections to nearby transit stops and the San Mateo Caltrain Station, located approximately 0.4 miles to the north, as well as to other nearby destinations such as Downtown San Mateo and San Mateo Central Park.

Bicycle Facilites
Bicycle facilities in the vicinity of the project site include bike lanes, and bike routes (See Figure 3). 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 existing streets that accommodate bicycles by allowing riders to use the full travel lane but are not separate from the existing travel lanes.

The Class II bike lanes in the project vicinity include:
• 5th Avenue between B Street and Delaware Street.
• Delaware Street between 5th Avenue and Station Park Circle/Charles Lane. • Laurel Avenue between 5th Avenue and 9th Avenue.
• 9th Avenue between B Street and Amphlett Boulevard
Class III bike routes in the project vicinity include:
• B Street between Baldwin Avenue and 9th Avenue.
• 5th Avenue between El Camino Real and B Street.
• 9th Avenue between B Street and Palm Avenue.
• Claremont Street between Monte Diablo Avenue and 9th Avenue. • San Mateo Drive between Catalpa Street and 5th Avenue.

B Street between 1st Avenue and 3rd Avenue is a pedestrian mall where vehicle access is restricted.

Within this section, pedestrians are permitted to use the full width of the street. Bicyclists using the Class III bike route on B Street are required to dismount and walk through the pedestrian mall. 616 South B Street – Transportation Impact Analysis April 23, 2026

P a g e | 11
According to the City of San Mateo 2020 Bicycle Master Plan, the Class III bike route along B Street is planned to be upgraded to a buffered bike lane (Class 2B) facility, and part of the Class III bike route along 5th Avenue between El Camino Real and B Street is planned to be upgraded to a Class II bike lane between El Camino Real and Laurel Avenue in the long-term.

Existing Transit Service
Existing bus service to the project vicinity is provided by the San Mateo County Transit District (SamTrans). SamTrans provides bus service within San Mateo and throughout San Mateo County and has several commute period, weekend, and school-day only routes. The project site is primarily served by Routes 250, 59, ECR, 397, and CSM with routes 292, 53, and 53P nearby as well. The nearest bus stop is located 0.2 miles away from the project site at the intersection of Ellsworth Avenue & 4th Avenue serving route 250 and route 59. Many other bus routes are also available at the San Mateo Caltrain Station, which is approximately 0.4 miles from the project site.

Caltrain Commuter Rail
The San Mateo Caltrain Station is served by local-stop, limited-stop, and express trains. On weekdays northbound service operates from San Mateo Station starting at 5:32 AM and running until 12:19 AM, with southbound service operating from 5:23 AM to 12:33 AM. Local trains arrive and depart every 30 minutes all day in both directions on weekdays and weekends. Weekdays have additional Limited and Express trains, both of which stop at the San Mateo Caltrain Station and operate in both directions during peak commute hours. Each AM and PM weekday commute period features roughly four Limited trains and three Express trains in both directions, bringing service levels to major destinations up to every 15 minutes during the peak hours. The bus routes in the vicinity of the project site are shown in Figure 4. Table 3 summarizes the transit routes in the vicinity.

616 South B Street – Transportation Impact Analysis April 23, 2026

P a g e | 12
Table 3
Transit Service in the Vicinity

Transit
Route Description Operating Hours
Peak Hour
Headway
Closest
Bus Stop
Walk
Distance to
Project Site
250
San Mateo Caltrain to College of San
Mateo via 3rd St./4th St., Norfolk St.,
Hillsdale Blvd.
5:30 AM to 11:10 PM 15 Minutes Ellsworth Ave &
4th Avenue 0.2 Miles
59 Foster City (Hillsdale/Norfolk) to Aragon
High School via Norfolk St.
7:41 AM to 4:22 PM
(School-day only)
Once each peak
hour, school
direction olny
Ellsworth Ave &
4th Avenue 0.2 Miles
ECR Daly City BART Station to Palo Alto
Transit Center Via El Camino Real 4:41 AM to 1:13 AM 15 Minutes El Camino Real & 5th Avenue 0.4 Miles
397 Salesforce Transit Center (SF) to Palo
Alto Transit Center 2:01 AM to 5:45 AM 60 Minutes El Camino Real & 5th Avenue 0.4 Miles
CSM College of San Mateo to San Mateo
Caltrain 5:56 AM to 7:05 PM 30 Minutes El Camino Real & 4th Avenue 0.4 Miles
Caltrain
San Francisco to San Jose, with limited
peak-hour peak-direction service to
Gilroy
5:23 AM to 12:33 AM 15-30 Minutes1 San Mateo
Caltrain Station 0.4 Miles
53/53P Peninsula & Humboldt to Borel Middle
School via Delaware St. and CA-92
7:15 AM to 3:51 PM
(School-day only)
Twice each peak
hour, school
direction olny
Delaware St. & 3rd
Ave. 0.4 Miles
292 Downtown San Franscisco, SFO, and
Hillsdale Mall via Delaware St. 3:55 AM to 3:18 AM 20 Minutes Delaware St. & 3rd Ave. 0.4 Miles
Notes:
2) Schedule and route information retrieved October, 2025 1) Local service serving all stops operates with 30-minute all-day headway. During peak hours, express trains reduce headways to approximately 15 minutes for select destinations.

San
Mateo
Mission
Dr
NBS tN Ellswor
thAve
Tilt
on Ave
W 4th Ave
6th Ave
8th
Ave
N El Camino
Real
W 5th Ave
Arroy
oC t
Main St
NSan Mateo Dr
Ba
ywood Ave
Dartmouth Rd
1stA v e
10th Ave
S San Mateo D
r
N Railroad A
ve
Crysta
l Springs Rd
Bal
dwin Ave
W
3rdA v e
Lau
rel Ave
SG r
ant
St
S Ellswort
hA v e
7thA v e
SR a
ilroad Ave
S Fremont St
SE l
Cami
no Real
2nd
Ave
9th Ave
E 3rd A
ve
S Eldora
doS t
E 4th Ave
SBSt
SD e l a w a r eS t
E5 t hA v e
SC
laremont St
San Mateo
Central Park
= Site Location
= Pedestrian Mall (Bikes Must Dismount)
LEGEND
= Existing Bike Lanes (Class II Bikeway)
= Existing Bike Routes (Class III Bikeway)
616 South B Street – Transportation Impact Analysis
Figure 3
Existing Bicycle Network

59, 250
CSM
CSM
ECR,
397
ECR,
397
39 53,
53P,
292
250
250
250
59 59
59 59
59 59
53P
53P
53 53
292
292
CSM
CSM
CSM
CSM
CSM
397
ECR
397
ECR
San
Mateo
NBS tN Ellswor
thAve
Tilt
on Ave
W4th Ave
6th Ave
8th
Ave
N El Camino
Real
W 5th Ave
Arroy
oC t
Main St
NSan Mateo Dr
Ba
ywood Ave
1stA v e
10th Ave
SS a nM a
teo Dr
N Railroad A
ve
Crysta
l Springs Rd
Bal
dwin Ave
W
3rdA v e
Lau
rel Ave
S Grant StS Ells
worth A
ve
7th Ave
SR a
ilroad Ave
SF r e m
on
tS t
SElCamino Real
2nd
Ave
9th Ave
E3 r
dA v e
SE
ldor
ad
oS t
E4 t
hA
ve
SBSt
SD e l a w a r eS t
E 5th
Ave
SC
laremont St
= Site Location
LEGEND
= SamTrans School-oriented Routes
= SamTrans Routes serving South County
= SamTrans Routes connecting to
BART and Caltrain Stations
= SamTrans Express Routes
= Nearby Bus Stops
XX
XXX
ECR
XXX
XX
San Mateo
Central Park
616 South B Street – Transportation Impact Analysis
Figure 4
Existing Transit Services

616 South B Street – Transportation Impact Analysis April 23, 2026

P a g e | 15
Existing Lane Configurations and Traffic Volumes
The existing lane configurations at the study intersections were obtained from observations in the field (see Figure 5). Existing peak-hour intersection volumes (see Figure 6) were obtained from turning movement counts collected on October 22, 2025 and November 18, 2025, when nearby schools were in session, during typical peak traffic hours between 7:00 and 9:00 AM and between 4:00 and 6:00 PM on a weekday. Traffic counts are presented in Appendix A.

Existing Intersection Levels of Service
The results of the intersection level of service analysis show that all of the study intersections are currently operating at acceptable levels of service (see Table 4). The intersection levels of service calculation sheets are included in Appendix C.

Table 4
Existing Intersection Levels of Service

Observed Existing Traffic Conditions
Traffic conditions were observed in the field to identify any existing operational deficiencies and to confirm the accuracy of calculated levels of service. The purpose of this effort was (1) to identify any existing traffic problems that may not be directly related to intersection level of service, and (2) to identify any locations where the level of service analysis does not accurately reflect existing traffic conditions.

Field observations showed that during both peak hours, all study intersections were operating adequately.
# Intersection Pk Hr Control1
Avg.

Delay2 LOS2
AM 10.2 B
PM 10.4 B
AM 7.5 A
PM 7.6 A
AM TWSC 9.8 A
PM 9.8 A
AM 9.9 A
PM 10.8 B
AM - -
PM - -
AM - -
PM - -
Existing
1 6th Avenue and B Street TWSC
2 6th Avenue and Laurel Avenue AWSC
3 7th Avenue and B Street
4 5th Avenue and B Street Signal
Notes

2. For TWSC & OWSC intersections, delay and LOS represents worst approach delay and LOS.

Intersections 5 & 6 are future intersections

1. TWSC = Two-Way Stop Control, AWSC = All-Way Stop Control, OWSC = One-Way Stop Control
5 6th Avenue and Project Driveway OWSC
6 7th Avenue and Project Driveway OWSC
1 5
6 3
2 4
7th Ave
7th Ave7th Ave
Mission Dr
NBS tN Ellsworth Ave
W 4th Ave
6th Ave
8th
Ave
W 5th Ave
Main St1st Ave
S San Mateo D
r NRailr
oa
dAve
Laur
el A
ve
S Ellswort
hA v e
SR a
ilroad Ave
SE lC a m i n oR
eal
2nd
Ave
9thA v e
E3 r dA v e
S Eldo
rado StE4th
Ave
SBS t
S Delaw
are St
E5th Av
e
SC
laremont St
616 South B Street – Transportation Impact Analysis
Figure 5
Existing Lane Configurations
S. B
St
6th
Ave
Laurel
Ave
7th
Ave
S. B
St
S. B
St
Proj
Dwy
6th
Ave
7th
Ave
6th
Ave
5th
Ave
Proj
Dwy
1 2
3 54
6 San Mateo
Central Park
STOP
STOP
X
= Traffic Signal
= Stop Sign
= Study Intersection
= Site Location
LEGEND
STOP

STOP STOP STOP
STOP
STOP
STOP
STOP

1 5
6 3
2 4
7th Ave
7th Ave7th Ave
Mission Dr
NBS tN Ellsworth Ave
W 4th Ave
6th Ave
8th Ave
W 5th Ave
Main St1st Ave
S San Mateo D
r NRailr
oa
dAve
Laur
el A
ve
S Ellswort
hA v e
SR a
ilroad Ave
SE lC a m i n oR
eal
2nd
Ave
9thA v e
E3 r dA v e
S Eldo
rado StE4th
Ave
SBS t
S Delaw
are St
E5th Av
e
SC
laremont St
San Mateo
Central Park
X = Study Intersection
= Site Location
LEGEND
= AM(PM) Peak-Hour Traffic VolumesXX(XX)
616 South B Street – Transportation Impact Analysis
Figure 6
Existing Traffic Volumes
S. B
St
6th
Ave
S. B
St
7th
Ave
S. B
St
Proj
Dwy
6th
Ave
7th
Ave
6th
Ave
Proj
Dwy
5th
Ave
S. B
St
1 2
3 54
6 5(8)
127(138)
3(8)
13(6)
88(108)
7(2)
7(2)
1(3)
5(10)
7(16)
3(1)
4(6)
73(82)
13(13)
12(11)
86(108)
2(5)
15(8)
9(11)
124(131)
6(3)
5(5)
86(107)
5(5)
4(5)
1(2)
7(16)
10(7)
0(1)
7(11)
30(32)
40(89)
19(46)
1(5)
20(51)
7(18)
22(27)
172(157)
8(16)
5(19)
106(258)
21(61)
13(13)
25(24)
3(0)
17(21)

616 South B Street – Transportation Impact Analysis April 23, 2026

P a g e | 18

3. Opening Year Conditions
This chapter presents opening year traffic conditions, which are defined as conditions just prior to completion of the project. Traffic volumes for opening year conditions comprise volumes from existing traffic counts plus traffic generated by approved but not yet constructed developments in the vicinity of the project site. This chapter describes the method for determining generated trips, the procedure used to determine opening year traffic volumes, and the resulting traffic conditions.

Transportation Network under Project Conditions
The changes to the transportation network proposed by the project are limited to the project’s street frontage. The site currently has five driveways, the project proposes reducing this to two driveways by removing the three existing driveways along B Street. Further driveway changes include relocating the driveway on 7th Avenue several feet to the west and changing the dimensions of both the 6th Avenue and 7th Avenue driveway to be 20 feet wide. Along 6th Avenue, the sidewalk would be widened, and a curb extension would be installed at the northwest corner of the 7th Avenue and B Street intersection.

Opening Year Traffic Volumes
Opening Year AM and PM peak-hour traffic volumes (see Figure 7) were estimated by adding to existing traffic volumes the trips generated by nearby approved but not yet completed or occupied projects. The added traffic from approved but not yet constructed developments was based on the list of approved projects obtained from the City of San Mateo. Hexagon considered both the location and size of the approved developments in order to eliminate those that were too far away or too small to affect traffic conditions at the selected study intersections. The list of approved developments considered for the study is included in Appendix B. Peak-hour traffic volumes for all intersections and study scenarios are also tabulated in Appendix B.

1 5
6 3
2 4
7th Ave
7th Ave7th Ave
Mission Dr
NBS tN Ellsworth Ave
W 4th Ave
6th Ave
8th Ave
W 5th Ave
Main St1st Ave
S San Mateo D
r NRailr
oa
dAve
Laur
el A
ve
S Ellswort
hA v e
SR a
ilroad Ave
SE lC a m i n oR
eal
2nd
Ave
9thA v e
E3 r dA v e
S Eldo
rado StE4th
Ave
SBS t
S Delaw
are St
E5th Av
e
SC
laremont St
San Mateo
Central Park
X = Study Intersection
= Site Location
LEGEND
= AM(PM) Peak-Hour Traffic VolumesXX(XX)
616 South B Street – Transportation Impact Analysis
Figure 7
Opening Year Traffic Volumes
S. B
St
6th
Ave
S. B
St
7th
Ave
S. B
St
Proj
Dwy
6th
Ave
7th
Ave
6th
Ave
Proj
Dwy
5th
Ave
S. B
St
1 2
3 54
6 5(8)
139(145)
3(8)
13(6)
94(124)
7(2)
7(2)
1(3)
5(10)
7(16)
3(1)
4(6)
97(82)
13(13)
12(11)
102(117)
2(5)
15(8)
9(11)
136(138)
6(3)
5(5)
92(123)
5(5)
4(5)
1(2)
7(16)
10(7)
0(1)
7(11)
37(36)
40(89)
19(46)
1(5)
20(51)
12(22)
22(27)
223(193)
8(16)
6(27)
142(320)
25(72)
13(13)
25(24)
3(0)
17(21)

616 South B Street – Transportation Impact Analysis April 23, 2026

P a g e | 20
Project Trip Estimates
The magnitude of traffic produced by the new development and the locations where that traffic would appear were estimated using a three-step process: (1) trip generation, (2) trip distribution, and (3) trip assignment. In determining project trip generation, the magnitude of traffic entering and exiting the site is estimated for the AM and PM peak hours. As part of the project trip distribution, an estimate is made of the directions to and from which the project trips would travel. In the project trip assignment, the project trips are assigned to specific streets and intersections. These procedures are described below.

Trip Generation
Through empirical research, data have been collected that quantify the amount of traffic produced by many types of land uses. The research is compiled in the manual entitled Trip Generation, 12th Edition, published by the Institute of Transportation Engineers’ (ITE). The magnitude of traffic added to the roadway system by a particular development is estimated by multiplying the applicable trip generation rates by the size of the development. The ITE rates for Multifamily Housing – Mid-Rise Close to Rail Transit (Land Use 221) for the residential component and Strip Retail Plaza (<40K) (Land Use 822) for the ground-floor retail component were utilized for this study. The following trip reductions were applied:

Trip Reductions from Internal Capture
Since this proposed project is mixed-use in nature, a portion of the trips generated by the proposed project would both begin and end within the development, referred to as internal capture. Internal capture trip estimates were made for each of the proposed project’s land uses based on the Transportation Research Board (TRB) National Cooperative Highway Research Program (NCHRP) Report 684: Enhancing Internal Trip Capture Estimation for Mixed-Use Developments. NCHRP Report 684 includes an assessment of on-site land-use categories including residential and retail within the site land use mix when generating internal capture.

Existing Uses
Trips associated with the existing uses on the project site were credited against the new trip generation.

The trips generated by the existing buildings on the site were estimated based on driveway counts conducted on Thursday, September 11, 2025.

As shown in Table 5, the proposed project is estimated to generate 901 net daily vehicle trips, including 56 trips (26 inbound, 30 outbound) occurring during the AM peak hour and 55 trips (31 inbound, 24 outbound) during the PM peak hour.

616 South B Street – Transportation Impact Analysis April 23, 2026

P a g e | 21
Table 5
Trip Generation Estimate

Trip Distribution and Assignment
The trip distribution pattern for the proposed mixed-use development was estimated based on traffic patterns on the surrounding roadway system and the locations of complementary land uses (see Figure 8). The trip distribution patterns used vary by land use. Trips generated by the retail land uses are more local (i.e. more trips towards residential areas, downtown San Mateo, and El Camino Real). Trips generated by residential land uses are mix of regional and local. Figure 9 shows the trip assignment at the study intersections. A tabular summary of project traffic at each study intersection is contained in Appendix C.

Land Use Size Avg.Daily
Rate
Daily
Trips
Avg.

Rate In Out Total Avg.

Rate In Out Total
Proposed Land Uses
Retail1 7.29 k.s.f. - 537 3.93 16 13 29 - 31 31 62
Internal Capture3 0 0 0 0 -8 -8 -16
Strip Retail Trips 537 16 13 29 23 23 46
Multi-Family Housing2 94 d.u. 4.75 447 - 12 18 30 - 18 9 27 Internal Capture3 0 0 0 0 -5 -2 -7
Residential Trips 447 12 18 30 13 7 20
Total Project Trips 984 28 31 59 36 30 66
Existing Land Uses
Existing Retail Building4 83 2 1 3 5 6 11
Net Project Trips 901 26 30 56 31 24 55
SOURCE: ITE Trip Generation Manual, 12th Edition 2025
k.s.f.= thousand square feet; d.u. = dwelling units
1 ITE rates for Strip Retail Plaza (<40k) (Land Use 822) General Urban/Suburban are used. 2 ITE rates for Multi-family Housing (Mid-Rise) Close to Rail Transit (Land Use 221) are used. 3 4
5 Internal Capture developed using National Cooperative Highway Research Program (NCHRP) Report 684: Enhancing Internal Trip Capture Estimation Developments: Daily 0% reduction, AM peak hour 0% reduction, PM peak hour 25% reduction.

Retail use daily trips estimated using ratio of ITE daily trips to ITE peak-hour trips.

Fitted Curve Equation used where denoted with "-"
AM Peak Hour PM Peak Hour
Trips Trips
1 5
6 3
2 4
7th Ave
7th Ave7th Ave
Mission Dr
NBS tN Ellsworth Ave
W 4th Ave
6th Ave
8th Ave
W 5th Ave
Main St1st Ave
S San Mateo D
r NRailr
oa
dAve
Laur
el A
ve
S Ellswort
hA v e
SR a
ilroad Ave
SE lC a m i n oR
eal
2nd
Ave
9thA v e
E3 r dA v e
S Eldo
rado StE4th
Ave
SBS t
S Delaw
are St
E5th Av
e
SC
laremont St
50% (35%)
20% (25%)
20% (25%)
10% (15%)
San Mateo
Central Park
X
= Residential (Retail) Trip Distribution
= Study Intersection
= Site Location
LEGEND
XX%(XX%)
616 South B Street – Transportation Impact Analysis
Figure 8
Project Trip Distribution

1 5
6 3
2 4
7th Ave
7th Ave7th Ave
Mission Dr
NBS tN Ellsworth Ave
W 4th Ave
6th Ave
8th Ave
W 5th Ave
Main St1st Ave
S San Mateo D
r NRailr
oa
dAve
Laur
el A
ve
S Ellswort
hA v e
SR a
ilroad Ave
SE lC a m i n oR
eal
2nd
Ave
9thA v e
E3 r dA v e
S Eldo
rado StE4th
Ave
SBS t
S Delaw
are St
E5th Av
e
SC
laremont St
San Mateo
Central Park
X = Study Intersection
= Site Location
LEGEND
= AM(PM) Peak-Hour TripsXX(XX)
616 South B Street – Transportation Impact Analysis
Figure 9
Net Project Trip Assignment
S. B
St
6th
Ave
S. B
St
7th
Ave
S. B
St
Proj
Dwy
6th
Ave
7th
Ave
6th
Ave
Proj
Dwy
1 2
3 54
6 5th
Ave
S. B
St
2(3)
9(3)
6(7)
5(6)
4(6)
2(3)
4(1)
4(5)
3(4)
2(3)
3(4)
3(4)
1(1)
2(3)
2(3)
6(7)
9(3)
2(1)
13(9)
11(13)
6(8)
6(9)
7(9)
7(9)
11(4)
7(3) 7(8)
5(5)

616 South B Street – Transportation Impact Analysis April 23, 2026

P a g e | 24
Opening Year Plus Project Traffic Volumes
Project trips, as represented in the above project trip assignment, were added to opening year traffic volumes to obtain opening year plus project traffic volumes (see Figure 10).

Intersection Levels of Service
The results of the intersection level of service analysis (see Table 6) show that all study intersections would operate at acceptable levels during both the AM and PM peak hours of traffic under opening year and opening year plus project conditions. The intersection level of service calculation sheets for the project are included in Appendix C.

Table 6
Opening Year Plus Project Intersection Levels of Service

# Intersection Pk Hr Control1
Avg.

Delay2 LOS2
Avg.

Delay2 LOS2
Incr. in
Avg.

Delay
AM 10.3 B 10.5 B 0.2
PM 10.6 B 10.8 B 0.2
AM 7.7 A 7.7 A 0.0
PM 7.6 A 7.7 A 0.1
AM TWSC 9.9 A 10.2 B 0.3
PM 9.9 A 10.2 B 0.4
AM 10.2 B 10.5 B 0.3
PM 11.1 B 11.3 B 0.2
AM - - 8.7 A -
PM - - 8.7 A -
AM - - 8.6 A -
PM - - 8.6 A -
Opening Year Opening Year + Project
1 6th Avenue and B Street TWSC
2 6th Avenue and Laurel Avenue AWSC
Intersections 5 & 6 are future intersections

1. TWSC = Two-Way Stop Control, AWSC = All-Way Stop Control, OWSC = One-Way Stop Control 3 7th Avenue and B Street
4 5th Avenue and B Street Signal
5 6th Avenue and Project Driveway OWSC
6 7th Avenue and Project Driveway OWSC
Notes

2. For TWSC & OWSC intersections, delay and LOS represents worst approach delay and LOS. 1 5
6 3
2 4
7th Ave
7th Ave7th Ave
Mission Dr
NBS tN Ellsworth Ave
W 4th Ave
6th Ave
8th Ave
W 5th Ave
Main St1st Ave
S San Mateo D
r NRailr
oa
dAve
Laur
el A
ve
S Ellswort
hA v e
SR a
ilroad Ave
SE lC a m i n oR
eal
2nd
Ave
9thA v e
E3 r dA v e
S Eldo
rado StE4th
Ave
SBS t
S Delaw
are St
E5th Av
e
SC
laremont St
San Mateo
Central Park
X = Study Intersection
= Site Location
LEGEND
= AM(PM) Peak-Hour Traffic VolumesXX(XX)
616 South B Street – Transportation Impact Analysis
Figure 10
Opening Year Plus Project Traffic Volumes
S. B
St
6th
Ave
S. B
St
7th
Ave
S. B
St
Proj
Dwy
6th
Ave
7th
Ave
6th
Ave
Proj
Dwy
5th
Ave
S. B
St
1 2
3 54
6 7(11)
148(148)
3(8)
13(6)
100(131)
12(8)
7(2)
1(3)
5(10)
11(22)
3(1)
6(9)
101(83)
17(18)
15(15)
104(120)
5(9)
18(12)
10(12)
138(141)
6(3)
5(5)
94(126)
11(12)
4(5)
1(2)
7(16)
19(10)
0(1)
9(12)
37(36)
53(98)
19(46)
1(5)
31(64)
12(22)
22(27)
223(193)
8(16)
6(27)
142(320)
25(72)
6(8)
6(9)
7(9)
13(13)
25(24)
7(9)
11(4)
7(3) 3(0)
7(8)
5(5)
17(21)

616 South B Street – Transportation Impact Analysis April 23, 2026

P a g e | 26

4. Cumulative Conditions
This chapter describes the roadway traffic operations under cumulative no project conditions and cumulative plus project conditions. The chapter includes the procedures used to determine cumulative traffic volumes and a description of the resulting traffic conditions and any adverse effects caused by the project.

Transportation Network under Project Conditions
The roadway network under cumulative conditions was assumed to be the same as opening year conditions as described in Chapter 3.

Cumulative Traffic Volumes
Cumulative traffic volumes were developed using the latest citywide travel demand model, in consultation with the City’s modelling on-call consultant Kittleson & Associates. As a conservative measure, cumulative condition volumes were assumed to not include the traffic associated with the addition of the project. Cumulative no project traffic volumes are shown in Figure 11.

For cumulative plus project traffic volumes, the trips generated by the project (see Chapter 4) were then added to the cumulative no project traffic volumes to yield cumulative plus project traffic volumes (see Figure 12). A tabular summary of the cumulative traffic volumes at each study intersection is contained in Appendix B.

1 5
6 3
2 4
7th Ave
7th Ave7th Ave
Mission Dr
NBS tN Ellsworth Ave
W 4th Ave
6th Ave
8th Ave
W 5th Ave
Main St1st Ave
S San Mateo D
r NRailr
oa
dAve
Laur
el A
ve
S Ellswort
hA v e
SR a
ilroad Ave
SE lC a m i n oR
eal
2nd
Ave
9thA v e
E3 r dA v e
S Eldo
rado StE4th
Ave
SBS t
S Delaw
are St
E5th Av
e
SC
laremont St
San Mateo
Central Park
X = Study Intersection
= Site Location
LEGEND
= AM(PM) Peak-Hour Traffic VolumesXX(XX)
616 South B Street – Transportation Impact Analysis
Figure 11
Cumulative No Project Traffic Volumes
S. B
St
6th
Ave
S. B
St
7th
Ave
S. B
St
Proj
Dwy
6th
Ave
7th
Ave
6th
Ave
Proj
Dwy
5th
Ave
S. B
St
1 2
3 54
6 18(26)
445(437)
11(26)
46(19)
308(342)
25(7)
25(7)
4(10)
18(32)
25(51)
11(4)
14(19)
256(260)
46(42)
42(35)
301(342)
7(16)
53(26)
32(35)
434(414)
21(10)
18(16)
301(339)
18(16)
14(16)
4(7)
25(51)
35(23)
0(4)
25(35)
105(88)
385(351)
43(90)
1(5)
229(351)
47(72)
78(87)
418(317)
8(16)
26(48)
323(457)
82(136)
46(42)
88(76)
11(0)
60(67)

1 5
6 3
2 4
7th Ave
7th Ave7th Ave
Mission Dr
NBS tN Ellsworth Ave
W 4th Ave
6th Ave
8th Ave
W 5th Ave
Main St1st Ave
S San Mateo D
r NRailr
oa
dAve
Laur
el A
ve
S Ellswort
hA v e
SR a
ilroad Ave
SE lC a m i n oR
eal
2nd
Ave
9thA v e
E3 r dA v e
S Eldo
rado StE4th
Ave
SBS t
S Delaw
are St
E5th Av
e
SC
laremont St
San Mateo
Central Park
X = Study Intersection
= Site Location
LEGEND
= AM(PM) Peak-Hour Traffic VolumesXX(XX)
616 South B Street – Transportation Impact Analysis
Figure 12
Cumulative Plus Project Traffic Volumes
S. B
St
6th
Ave
S. B
St
7th
Ave
S. B
St
Proj
Dwy
6th
Ave
7th
Ave
6th
Ave
Proj
Dwy
5th
Ave
S. B
St
1 2
3 54
6 20(29)
454(440)
11(26)
46(19)
314(349)
30(13)
25(7)
4(10)
18(32)
29(57)
11(4)
16(22)
260(261)
50(47)
45(39)
303(345)
10(20)
56(30)
33(36)
436(417)
21(10)
18(16)
303(342)
24(23)
14(16)
4(7)
25(51)
44(26)
0(4)
27(36)
105(88)
398(360)
43(90)
1(5)
240(364)
47(72)
78(87)
418(317)
8(16)
26(48)
323(457)
82(136)
6(8)
6(9)
7(9)
46(42)
88(76)
7(9)
11(4)
7(3) 11(0)
7(8)
5(5)
60(67)

616 South B Street – Transportation Impact Analysis April 23, 2026

P a g e | 29
Cumulative Intersection Levels of Service
The results of the cumulative intersection level of service analysis (see Table 7) shows that all study intersections would operate at acceptable levels of service during both of the peak hours under cumulative no project and cumulative plus project conditions. The level of service calculation sheets are included in Appendix C.

Table 7
Cumulative Intersection Levels of Service

# Intersection Pk Hr Control1
Avg.

Delay2 LOS2
Avg.

Delay2 LOS2
Incr. in
Avg.

Delay
AM 19.7 C 20.7 C 1.0
PM 22.1 C 23.5 C 0.9
AM 10.1 B 10.2 B 0.1
PM 10.3 B 10.6 B 0.3
AM TWSC 17.5 C 18.8 C 1.3
PM 16.4 C 17.1 C 0.7
AM 18.6 B 19.0 B 0.4
PM 24.9 C 25.8 C 0.9
AM - - 9.1 A -
PM - - 9.0 A -
AM - - 8.8 A -
PM - - 8.7 A -
Cumulative + ProjectCumulative
1 6th Avenue and B Street TWSC
2 6th Avenue and Laurel Avenue AWSC
Intersections 5 & 6 are future intersections

2. For TWSC & OWSC intersections, delay and LOS represents worst approach delay and LOS. 616 South B Street – Transportation Impact Analysis April 23, 2026

P a g e | 30

5. Other Transportation Issues
This chapter presents other transportation issues associated with the project, including:
• Vehicle queuing analysis
• Site access and circulation
• Effects on pedestrians, bicycles, and transit facilities • Parking
The analyses in this chapter are based on the City’s Transportation Study Guidelines and professional judgment in accordance with the standards and methods employed by the traffic engineering community. Although operational issues are not considered CEQA impacts, they do describe traffic conditions that are relevant to describing the project environment.

Vehicle Queuing Analysis
The analysis of intersection levels of service was supplemented with a vehicle queuing analysis at intersections where the project would add a substantial number of trips. This analysis provides a basis for estimating future storage requirements at the intersections under cumulative plus project conditions.

Vehicle queues were estimated using Synchro software. The following movements were evaluated:
• B Street & 7th Avenue (eastbound approach)
• B Street & 5th Avenue (northbound approach, southbound approach) B Street and 5th Avenue
At the intersection of B Street & 5th Avenue the storage length was measured as the distance from the stop line to the nearest downstream intersection. The northbound approach measures approximately 225 feet while the southbound approach measures approximately 240 feet. For the purposes of the queuing analysis, the southbound storage length was rounded down to the nearest full vehicle length i.e. 225 feet.

The Synchro analysis indicates that at the intersection of B Street & 5th Avenue, the available storage length is sufficient to accommodate the 95th percentile queue under existing, opening year, and opening year plus project conditions. However, under cumulative conditions, the 95th percentile queue is expected to increase in some cases beyond the available storage. The northbound approach queue is expected to increase from 3 to 17 vehicles in the AM peak hour and increase from 4 to 19 vehicles in the PM peak hour. The southbound approach queue is expected to increase from 1 to 6 vehicles in the AM peak hour and increase from 3 to 12 vehicles in the PM peak hour. 616 South B Street – Transportation Impact Analysis April 23, 2026

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Table 8
Queuing Analysis Summary

Movement
Peak Hour Period AM PM AM PM AM PM
Existing
Volume (vph) 17 19 89 167 28 74
Number of lanes 1 1 1 1 1 1
95th %. Queue (veh/ln)1 1 1 2 4 1 2
95th %. Queue (ft/ln)1 25 25 50 100 25 50
Storage (ft/ln)2 75 75 225 225 225 225
Adequate (Y/N) Y Y Y Y Y Y
Opening Year
Volume (vph) 17 19 96 171 33 78
Number of lanes 1 1 1 1 1 1
95th %. Queue (veh/ln)1 1 1 2 4 1 2
95th %. Queue (ft/ln)1 25 25 50 100 25 50
Storage (ft/ln)2 75 75 225 225 225 225
Adequate (Y/N) Y Y Y Y Y Y
Opening Year with Project
Volume (vph) 28 23 109 180 44 91
Number of lanes 1 1 1 1 1 1
95th %. Queue (veh/ln)1 1 1 3 4 1 3
95th %. Queue (ft/ln)1 25 25 75 100 25 75
Storage (ft/ln)2 75 75 225 225 225 225
Adequate (Y/N) Y Y Y Y Y Y
Cumulative
Volume (vph) 60 62 533 529 277 428
Number of lanes 1 1 1 1 1 1
95th %. Queue (veh/ln)1 1 1 17 19 6 12
95th %. Queue (ft/ln)1 25 25 425 475 150 300
Storage (ft/ln)2 75 75 225 225 225 225
Adequate (Y/N) Y Y N N Y N
Cumulative with Project
Volume (vph) 71 66 546 538 288 441
Number of lanes 1 1 1 1 1 1
95th %. Queue (veh/ln)1 1 1 17 20 6 12
95th %. Queue (ft/ln)1 25 25 425 500 150 300
Storage (ft/ln)2 75 75 225 225 225 225
Adequate (Y/N) Y Y N N Y N
Notes:

NB=Northbound; SB=southbound; EB=Eastbound; WB=Westbound;

EB NB SB

1. Vehicle queues are from Synchro outputs and are rounded up to the next whole number. Assumes one vehicle equals 25 feet of queue.

2. Storage length is rounded down to the nearest multiple of 25 feet (one vehicle length)
B Street & 7th
Avenue B Street & 5th Avenue
616 South B Street – Transportation Impact Analysis April 23, 2026

P a g e | 32
Under cumulative conditions, this increase would exceed the available storage capacity by 200 and 250 feet during the AM and PM peak hours, respectively for the northbound approach, and by 75 feet during the PM peak hour for the southbound approach. With the addition of project trips under cumulative plus project conditions, the 95th percentile queue on the northbound approach during the PM peak hour would increase by approximately one vehicle length.

B Street and 7th Avenue
Queueing analysis for the eastbound approach at B Street and 7th Avenue was conducted to determine if the queues would block the project driveway. The eastbound storage length was measured as the distance from the eastbound approach stop line to the proposed project driveway on 7th Avenue, which is approximately 75 feet. A queue of one vehicle was projected under all scenarios, which would not block the project driveway.

Site Access and On-Site Circulation
The site access and on-site circulation evaluation is based on the site plan dated August 11, 2025. Site access and on-site vehicular circulation were reviewed in accordance with generally accepted traffic engineering standards and transportation planning principles. The site plan for the project is shown in Figures 2, 13a, and 13b.

Site Access
The site would be accessed by two two-way driveways. The north driveway on 6th Avenue would provide access to the first parking level, while the south driveway on 7th Avenue would provide access to the second and third parking levels. Both driveways are approximately 20 feet wide, which meets the minimum width requirements for two-way driveways in accordance with Section 27.64.025 of the City of San Mateo Municipal Code. A 20-foot-wide driveway will also be sufficient for emergency vehicle access to the site.

Driveway Operations
The project is estimated to generate 59 trips (28 inbound, 31 outbound) during the AM peak hour and 66 trips (36 inbound, 30 outbound) during the PM peak hour (see Table 5). As discussed in Tables 6 and 7, the driveways would operate acceptably.

Sight Distance
The proposed driveway locations were evaluated to determine if the sight distance would be adequate.

The project driveways should be free and clear of any obstructions to optimize sight distance, thereby ensuring that exiting vehicles can see pedestrians on the sidewalk and other vehicles traveling on adjacent roadways. Any landscaping and signage should be located in such a way as to ensure an unobstructed view for drivers entering and exiting the site. Adequate sight distance reduces the likelihood of a collision at driveways and provides drivers with the ability to locate sufficient gaps in traffic to exit a driveway.

The California Manual on Uniform Traffic Control Devices (CA MUTCD) chapter 3B.19 recommends red curb segments at least 6 feet in length on each side of the driveway curb return to preserve visibility. The site plan shows red curb sections adjacent to both project driveways consistent with this guidance. Trees should have a high canopy of at least 6 feet so as to not limit a driver’s ability to see down the roadway.

Recommendation #1: Trees should have a high canopy of at least 6 feet within the sight triangle on either side of the project driveway to maintain sight distance. 616 South B Street – Transportation Impact Analysis April 23, 2026

P a g e | 33
On-Site Circulation
As shown in Figures 2, 13a, and 13b, parking for the proposed project would be provided within an on- site parking garage consisting of below-grade parking and two above-ground parking levels connected by ramps. The below-grade garage would be accessed via a straight ramp with a 6 percent grade. The ramp would be 24 feet wide and includes four parking spaces along its length. Section 27.64.130 of the City of San Mateo Municipal Code prohibits the use of circular ramps as parking aisles but does not specifically address parking aisles along straight ramps.

On the two above-ground parking levels, the ramp would curve upward to the next floor, where a two- way drive aisle would provide access to all parking spaces before another ramp continues upward in a spiral configuration. The ramp would have slopes ranging from 18 to 20 percent, with 10 percent grade transitions at each end. Section 27.64.130 of the City’s Municipal Code requires two-way ramps to be a minimum of 24 feet wide curb-to-curb, with a wall-to-wall width of 28 feet. The section of the ramp which curves would meet this requirement. One straight section of the ramp along the southeastern wall would be 22 feet wide. Per the City’s Municipal Code, the minimum width of a drive aisle is 22 feet.

This would meet the City’s requirements.

Circulation using the ramp between the second and third floor is shown in the turning templates in Figures 14a & 14b. Vehicles approaching the ramp can temporally utilize the left side of the drive aisle to make the turn towards the ramp, thus not encroaching into the adjacent lane while on the ramp. To assist this maneuver and improve visibility, mirrors should be installed at the ramp corners to allow drivers to see approaching vehicles. As shown in Figure 14b, some vehicles may partly cross the centerline while negotiating the turn on the ramp. The turning template represents a large passenger vehicle such as a full-size SUV; this minor encroachment is expected to occur only with the largest vehicles in the garage and only along the straight section of the ramp, where adequate passing distance remains for opposing movements.

Recommendation #2: The project should include mirrors at the corners of ramps to improve visibility around corners.

The retail garage on the first parking level would have a dead-end configuration that includes a designated turnaround space, providing sufficient width for vehicles to maneuver and exit safely if all parking spaces are occupied. The residential garage on the second and third parking levels would not include a turnaround space; however, this is not expected to create operational issues if parking spaces are assigned, as each entering vehicle would have a designated space. Potential conflicts could occur if an unassigned vehicle, such as a retail customer, inadvertently enters the residential garage.

Because the retail and residential garages have separate entrances, there is potential for driver confusion. To prevent such occurrences and the operational issues which could result, the installation of a gate at the residential garage entrance is recommended to limit the garage to resident access only.

City code section 23.54.030 requires residential uses providing a parking garage to secure against unauthorized vehicle and pedestrian access. The installation of a gate would achieve this.

Recommendation #3: A gate should be installed at the residential garage entrance on 7th Avenue to limit the garage to resident access only.

The dimensions of the parking spaces range from 8 feet 3 inches in width to 8 feet 9 inches in width, and 18 feet depth, meeting the City’s required dimensions for 90-degree parking spaces. The drive aisle that would provide access to the parking spaces is approximately 24 feet in width, which meets the City’s standard.
616 South B Street – Transportation Impact Analysis April 23, 2026

P a g e | 34
Loading Zone and Garbage Collection
A garbage collection room would be located on the ground floor near the 6th Avenue garage entrance.

A marked loading zone is proposed along the 6th Avenue frontage to accommodate short-term activities such as residential move-ins and move-outs, passenger pick-ups and drop-offs, and deliveries serving both residents and the on-site retail uses. The loading zone would also be utilized for temporary placement of dumpsters on scheduled trash collection days.

Per City Code Section 27.64.390, the project is required to provide one minimum 10 foot wide and 25 foot long loading area on-site for the retail use and one loading area on-site for the residential use. Per City Code Section 27.64.390, the residential loading area can be eliminated for mixed-use projects that propose at least one loading area. Section 27.64.390 states that requirements for off-street loading may be modified per the zoning administrator based on the following findings: (1) adequate on-street parking is available along a parcel frontage to accommodate a loading berth; (2) the on-street parking intended for temporary loading purposes is located at least 50 feet from any intersections and provides convenient access to building entrances; and (3) the street width is adequate to accommodate loading vehicles without impeding use of the sidewalk or local traffic circulation or otherwise be detrimental to public safety.

The proposed loading zone is located on-street and measures 9-foot-wide by 32-foot-long. The proposed zone begins approximately 24 feet from the crosswalk at the intersection of B Street and 6th Avenue extending towards the project driveway. The project is pursuing a wavier for the 9-foot-wide loading zone and a loading zone within 50 feet of an intersection. California Vehicle Code, CVC 22500(n) prohibits the stopping, standing, or parking of a vehicle within 20 feet of the vehicle approach side of any unmarked or marked crosswalk, the proposed loading zone would be beyond the 20 foot distance from the intersection and therefore outside of the daylighting zone. The curb-to-curb width of 6th Avenue is approximately 40 feet. With a 9-foot parking lane on the north side of the street, and a 9- foot loading zone on the south side of the street two 11-foot travel lanes would remain, thus it is expected that any loading operations would not negatively impact local traffic operations.

Figure 13A
Site Plan - Second Floor
616 South B Street – Transportation Impact Analysis
6 T H A V E N U E
7 T H A V E N U E
11 TYP.
29 TYP.
30 TYP.
28 TYP.
23 TYP.
34 TYP.
35 TYP.
23 TYP.
5 5
31 TYP.
38 41
7 TYP.
1 0
42 8'-9" 8'-6" 8'-3" 8'-9" 8'-6" 8'-3" 8'-9" 8'-6" 8'-6" 8'-6" 8'-6" 8'-6" 8'-9" 8'-9" 8'-9" 8'-9" 8'-9" 9'-9" 9'-5" 10'-0"
18'-0"
8'-0" 8'-6" 8'-6" 8'-6" 8'-6"
8'-10"9'-3"8'-10"9'-3"
5'-0" 9'-0" 8'-9" 8'-3" 8'-6" 8'-9" 8'-3" 8'-6" 8'-9" 8'-6" 8'-6" 18'-0" 18'-0"24'-0"18'-0"
8'-3" 8'-9"8'-6" 8'-6"8'-9"12'-0" 5'-0"
17'-5"
17'-0"
8'-6" 8'-0" 8'-6"
8'-9" 8'-9"
18'-0"18'-0"
24'-0"
8'-9" 9'-0"
24'-0"
24'-0"
27'-0"
22'-0"
24'-0"
+14'-0" A.F.F.

T.O. SLAB
32"
46 TYP.
48 TYP.
48 TYP.
12'-0"
12'-0"
28 TYP.
28 TYP.

R42'-0"
R18'-0"
R16'-8"
11'-0" 11'-0"
9'-0" 8'-6" 8'-6" 9'-0" 8'-6" 9'-0" 9'-6"
8'-3" 8'-9" 8'-6" 8'-3" 8'-9" 8'-6" 8'-3" 8'-9" 8'-6" 8'-6" R18'-0"
28'-0"
14'-0"
DN
10%
DN18%
NO

PARKING
STOP
NO

PARKING
1 A4.11
15'-11" 10'-7" 8'-1" 8'-2" 32'-0" 14'-9" 12'-3"
102'-11"
ELEV 01
##
ELEV 02
##
UP
DN
STAIR #02
##
STAIR #01
##
UP
DN

RESIDENTIAL

PARKING
##
R=33'
R=35'
R=33'
R=35'
R=33'
R=35'
UP10%
UP18%
SHAFT
##

Figure 13B
Site Plan - Third Floor
616 South B Street – Transportation Impact Analysis
DN
10%
DN
18%
NO

PARKING
STOP
NO

PARKING
ELEV 01
##
ELEV 02
##
RESI.LONG-TERM

BIKE STORAGE
##

RESIDENTIAL

PARKING
##
UP
DN
STAIR #02
##
STAIR #01
##
R=33'
R=35'
R=33'
R=35'
1 A4.11
10'-11" 6'-1" 7'-6" 5'-6" 6'-1" 8'-11" 6'-0" 9'-0" 12'-6" 11'-4" 16'-2" 27'-6" 15'-4" 12'-2" 11'-10" 16'-8" 7'-3" 22'-3" 2'-11" 11'-1" 227'-0"
15'-11" 10'-7" 8'-1" 8'-2" 32'-0" 14'-9" 12'-3"
102'-11"
UP
DN
SHAFT
##
11 TYP.
29 TYP.
30 TYP.
28 TYP.
23 TYP.
34 TYP.
35 TYP.
23 TYP.
5 31
TYP.
38 41
7 TYP.
1 42
43 8'-9" 8'-6" 8'-3" 8'-9" 8'-6" 8'-3" 8'-9" 8'-6" 8'-6" 8'-6" 8'-6" 8'-6" 10'-0"9'-5"9'-9"8'-8"8'-9"8'-9"8'-9"8'-9"
18'-0" 24'-0" 18'-0"18'-0"
12'-0" 5'-0" 9'-0" 8'-9" 8'-9" 8'-6" 8'-3" 8'-9" 8'-6" 8'-3" 8'-9" 8'-6" 8'-3" 8'-3" 8'-6" 8'-9" 8'-9" 8'-6" 8'-6" 8'-6" 9'-0" 9'-0" 9'-9"8'-6"9'-0"8'-9"9'-0"8'-9"9'-0"9'-3"9'-8" 24'-0"
8'-0"17'-4"
8'-6" 8'-6" 9'-0" 9'-0"
9'-3"9'-9"8'-9"9'-3"
17'-0"
8'-6" 8'-0" 8'-6"
8'-9"8'-9"
24'-0"
4'-8"
+24'-0" A.F.F.

T.O. SLAB
46 TYP.
32"
48 TYP.
30 TYP.
28 28
24'-0"12'-0"
12'-0"
R42'-0"
R18'-0"
R16'-8"
1 1
1 1
1 1

616 South B Street – Transportation Impact Analysis April 23, 2026

P a g e | 39
Parking
Vehicular Parking
The project proposes to provide 93 residential parking spaces located on the second and third levels, accessible via the south garage entrance on 7th Avenue, and 21 parking spaces for retail uses and visitors on the first level, accessible via the north garage entrance on 6th Avenue. The project also proposes 6 motorcycle parking spaces for residents. Under Assembly Bill (AB) 2097, minimum parking requirements are eliminated for projects located within one-half mile of a major transit stop. As the project site is located within one-half mile of the San Mateo Caltrain Station, no minimum parking requirements apply to this development.

Figures 13a and 13b show two pairs of tandem parking spaces on the second parking level and two additional pairs of tandem spaces on the third parking level. These spaces should be allocated to the same unit.

Recommendation #5: Tandem parking spaces should be allocated to the same residential unit.

Bicycle Parking
The project proposes both short-term and long-term bicycle parking. The City’s municipal code (section

27.64.262) requires residential and retail developments in the downtown area to provide long-term and short-term bicycle parking spaces based on the number of bedrooms or retail square footage:

Residential Bicycle Parking Requirements
• Short-term: 0.05 spaces per studio/one-bedroom units, 0.1 spaces per two-bedroom units, and

0.15 spaces per three or more bedroom units
• Long-term: 1 space for each studio/one-bedroom unit, 1.25 spaces per two-bedroom units, and

1.5 spaces per three or more bedroom units

Retail Stores Bicycle Parking Requirements
• Short-term: 1 space per 2,000 s.f.
• Long-term: 1 space per 12,000 s.f.

The project would provide 42 studio units, 41 one-bedroom units, 11 two-bedroom units, and 7,286 square feet of retail. Based on this unit mix, the project is required to provide for residents 6 short-term parking spaces and 97 long-term parking spaces. For the retail uses the building is required to provide 4 short term parking spaces and 1 long term parking spaces for a total of 10 short term spaces and 98 long term spaces. According to the site plan, the project proposes to provide 5 short-term bicycle racks which hold two bikes each resulting in 10 short-term parking spaces along the outside edge of the building for retail/residential visitors. Inside the building 99 long term parking spaces would be provided with 2 spaces in a bike locker on the first floor for retail employees, and 97 spaces provided in a bike room located near the elevator on the third parking level.

Pedestrians, Bicycle, and Transit Facility Assessment
Pedestrians
The project site plan indicates that a curb extension (or bulb-out) would be installed along the project frontage at the intersection of B Street and 7th Avenue (See Figure 2). This curb extension would reduce pedestrian crossing distances and enhance visibility between pedestrians and approaching 616 South B Street – Transportation Impact Analysis April 23, 2026

P a g e | 40
drivers. Along 6th Avenue, the sidewalk would be widened to accommodate new landscaping, benches, and bicycle racks. Additionally, the project proposes adding benches and planting trees along the sidewalk along with plans to remove two existing driveways along the project frontage on B Street leading to fewer conflict points between pedestrians and vehicles. The planned improvements to the sidewalks create an overall pedestrian friendly design.

According to the U.S. Census, pedestrian trips comprise approximately 3 percent of the total commute mode share in the City of San Mateo. For the proposed project, assuming 3 percent of total commute trips would be walking trips, that would equate to approximately 2 pedestrian trips during the AM and PM peak hours each. The proposed project would also generate pedestrian trips to/from schools, recreation areas, transit, and retail centers such as downtown. Overall, the volume of pedestrian trips generated by the project could be accommodated by the existing and proposed facilities.

Bicycles
U.S. Census data indicate that bicycle trips comprise less than one percent of the total commute mode share in the City of San Mateo. For the proposed project, this would equate to approximately one bike trip during each of the AM and PM peak hours. The low volume of bicycle trips generated by the project would not exceed the bicycle-carrying capacity of streets surrounding the site, and the increase in bicycle trips would not by itself require new off-site bicycle facilities. The project would not remove any bicycle facilities, nor would it conflict with any adopted plans or policies for new bicycle facilities.

Transit Service
The project, by itself, would not preclude, modify or otherwise affect existing or proposed transit projects or policies, nor is it expected to materially increase delays in transit service. According to the U.S. Census, transit trips comprise approximately six percent of the total commute mode share in the City of San Mateo. For the proposed project, assuming six percent of total commute trips would be transit trips, there would be approximately four transit trips in the AM peak hour and four transit trips during the PM peak hour. In addition to commute trips, there will be additional transit trips to nearby schools, parks, shopping areas, and the region. This volume of transit trips generated by the project would not exceed the carrying capacity of the existing transit service to the site. Consequently, the project would not result in any significant impacts to transit service. 616 South B Street – Transportation Impact Analysis April 23, 2026

P a g e | 41

6. C/CAG Checklist
Per the C/CAG Travel Demand Management (TDM) Policy, all new development projects anticipated to generate 100 or more average daily trips must complete a TDM Checklist and implement associated measures to limit their traffic impacts on the CMP network. TDM Checklist includes a list of required and recommended TDM measures those developments may use to reduce their trip generation. C/CAG also establishes a trip reduction target for development projects based on the scale of the project and the project’s location relative to a high-quality transit station.

C/CAG categorizes new developments as small projects and large projects, transit-oriented developments (TOD), transit proximate developments, and non-transit proximate developments.

Residential projects larger than 50 units are considered to be large projects. Transit Oriented Developments (TOD) are defined as being less than 0.5 miles from high-quality transit, which includes Caltrain. The project proposes 94 dwelling units and is 0.4 miles from the downtown San Mateo Caltrain station. Thus, the project is considered a large residential project that is a transit-oriented development and has a trip reduction target of 25 percent.

To accomplish the reduction goals, C/CAG provides a list of potential transportation demand management (TDM) measures, some of which are required and some of which are optional. Each measure has an associated reduction percentage. Based on the C/CAG TDM policy, the project must first fulfill all required measures prior to selecting a sufficient number of additional recommended measures to achieve the minimum percent reduction.

With the required and recommended TDM measures, the project is expected to reduce residential trips by 32.5 percent (see Table 9). This would satisfy the C/CAG trip reduction requirements of 25 percent.

The C/CAG Checklist is presented in Appendix D.
616 South B Street – Transportation Impact Analysis April 23, 2026

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Table 9
C/CAG TDM Checklist Measures for Large Residential Projects

TDM Measure
Estimated Trip
Reduction
Measure Required for All Sites
M2 Orientation, Education, Promotional Programs and/or Materials 1.0% M3 TDM Coordinator/Contact Person 0.5%
M4 Actively participate in Commute.org or TMA Equivalent 5.0% M6 Transit or Rideshareing Passes/Subsidies 10.0%
M8 Secure Bicycle Storage 1.0%
M9 Design Streets to Encourage Bike/Ped Access 1.0%
Measure Recommended Measures
M10 Delivery Amenities 1.0%
M15 Reduced Parking 10.0%
M26 Pedestrian Oriented Uses and Amenities on Ground Floor 3.0% Total: 32.5%
Notes:

Source: C/CAG TDM Checklist for Large Residential Projects 616 South B Street – Transportation Impact Analysis April 23, 2026

P a g e | 43

616 South B Street
Technical Appendices

616 South B Street – Transportation Impact Analysis April 23, 2026

P a g e | 44

Appendix A
Traffic Counts

www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 0% 0.50
WB 0% 0.36
NB 1% 0.89
SB 3% 0.93
TOTAL 2% 0.88
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:45 AM 0 0 0 2 0 1 0 0 0 0 35 1 0 4 17 3 63 0
8:00 AM 0 0 0 0 0 1 0 0 0 0 28 1 0 1 27 1 59 0
8:15 AM 0 2 3 2 0 4 1 4 0 1 31 0 0 4 25 0 77 0
8:30 AM 0 5 0 0 0 1 0 1 0 4 33 1 0 4 19 3 71 270
0 7 3 4 0 7 1 5 0 5 127 3 0 13 88 7 270
0 0 0 0 0 0 0 0 0 0 1 1 0 0 2 1 5
- 0% 0% 0% - 0% 0% 0% - 0% 1% 33% - 0% 2% 14% 2%

EB WB NB SB EB WB NB SB E W N S
7:45 AM 0 0 1 0 0 0 1 1 0 8 0 0
8:00 AM 0 0 1 0 0 0 2 2 0 1 0 0
8:15 AM 0 0 0 2 0 1 1 0 2 6 0 0
8:30 AM 0 0 0 1 0 0 1 1 5 3 0 2
Peak Hour 0 0 2 3 0 1 5 4 7 18 0 25 10 27
10 2 2 8
1 2
1 2 8
1 4 1
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
6th Ave 6th Ave S B St S B St
15-min
Total
7:45 AM to 8:45 AM
10/22/2025
7:00 AM to 9:00 AM
0 0
0 0
4 0
0 4
1 1
0 0
0 2
18 7
N
S B St
6th Ave
6th AveS B St
6th Ave
S B St
270TEV:

0.8766PHF: 7
88 13
108
139
0 5
1 7
13 190
3 127
5 135
99 0
4 3
7 14
13 0
Garrett Strang
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 2 1 0 0 1 0 0 0 1 6 0 0 0 13 0 24 0
7:15 AM 0 1 1 0 0 0 0 1 0 0 19 0 0 0 17 0 39 0
7:30 AM 0 1 1 0 0 2 0 1 0 0 22 1 0 4 9 1 42 0
7:45 AM 0 0 0 2 0 1 0 0 0 0 35 1 0 4 17 3 63 168
8:00 AM 0 0 0 0 0 1 0 0 0 0 28 1 0 1 27 1 59 203
8:15 AM 0 2 3 2 0 4 1 4 0 1 31 0 0 4 25 0 77 241
8:30 AM 0 5 0 0 0 1 0 1 0 4 33 1 0 4 19 3 71 270
8:45 AM 0 2 2 1 0 0 0 2 0 0 23 1 0 3 15 0 49 256
Count Total 0 13 8 5 0 10 1 9 0 6 197 5 0 20 142 8 424
0 7 3 4 0 7 1 5 0 5 127 3 0 13 88 7 270
0 0 0 0 0 0 0 0 0 0 1 1 0 0 2 1 5
- 0% 0% 0% - 0% 0% 0% - 0% 1% 33% - 0% 2% 14% 2%

EB WB NB SB EB WB NB SB E W N S
7:00 AM 0 0 1 1 0 0 1 0 5 1 0 0
7:15 AM 0 0 1 1 0 0 0 0 4 1 2 1
7:30 AM 0 0 0 2 0 1 0 0 1 6 0 0
7:45 AM 0 0 1 0 0 0 1 1 0 8 0 0
8:00 AM 0 0 1 0 0 0 2 2 0 1 0 0
8:15 AM 0 0 0 2 0 1 1 0 2 6 0 0
8:30 AM 0 0 0 1 0 0 1 1 5 3 0 2
8:45 AM 1 0 2 0 1 0 0 0 2 2 0 1
Count Total 1 0 6 7 1 2 6 4 19 28 2 4
Peak Hour 0 0 2 3 0 1 5 4 7 18 0 2
14 13 53
5 10 27
1 2 10
3 1 5
1 4 1
2 2 8
2 1 7
1 2 8
2 1 6
2 0 8
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
6th Ave 6th Ave S B St S B St
15-min
Total
Garrett Strang
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 2 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 2 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 7
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 6
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 6
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 5
8:45 AM 0 1 0 0 0 0 0 0 0 0 2 0 0 0 0 0 3 7
Count Total 0 1 0 0 0 0 0 0 0 1 4 1 0 0 6 1 14
Pk Hr Heavy 0 0 0 0 0 0 0 0 0 0 1 1 0 0 2 1 5
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 2 4
8:00 AM 0 0 0 0 0 0 0 0 0 1 1 0 0 0 2 0 4 7
8:15 AM 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 2 9
8:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 2 10
8:45 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 9
Count Total 0 1 0 0 0 0 0 2 0 1 5 0 0 0 4 0 13
Pk Hr Bike 0 0 0 0 0 0 0 1 0 1 4 0 0 0 4 0 10
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
6th Ave 6th Ave S B St S B St
Interval
Start
6th Ave 6th Ave S B St S B St
15-min
Total
Garrett Strang
(415) 444-6376 [email protected]
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 0% 0.48
WB 0% 0.75
NB 1% 0.84
SB 0% 0.85
TOTAL 1% 0.80
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:15 PM 0 6 1 5 0 0 0 4 0 5 39 2 1 2 31 0 96 0
4:30 PM 0 4 0 0 0 2 0 0 0 1 28 2 0 0 26 1 64 0
4:45 PM 0 2 0 1 0 0 1 3 0 2 36 4 0 2 28 1 80 0
5:00 PM 0 4 0 0 0 0 2 3 0 0 35 0 0 1 23 0 68 308
0 16 1 6 0 2 3 10 0 8 138 8 1 5 108 2 308
0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 2
- 0% 0% 0% - 0% 0% 0% - 0% 1% 13% 0% 0% 0% 0% 1%

EB WB NB SB EB WB NB SB E W N S
4:15 PM 0 0 2 0 0 0 1 0 7 8 0 0
4:30 PM 0 0 0 0 1 0 0 0 5 2 1 0
4:45 PM 0 0 0 0 0 0 1 2 6 6 0 1
5:00 PM 0 0 0 0 0 0 0 0 6 12 1 1
Peak Hour 0 0 2 0 1 0 2 2 24 28 2 22 5 56
20 0 3 13
0 0
2 1 15
0 1 8
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
6th Ave 6th Ave S B St S B St
15-min
Total
4:15 PM to 5:15 PM
10/22/2025
4:00 PM to 6:00 PM
0 1
0 0
2 0
0 2
0 0
0 0
2 2
28 24
N
S B St
6th Ave
6th AveS B St
6th Ave
S B St
308TEV:

0.8021PHF: 2
108
5 116
165
1 10
3 2
15 140
8 138
8 154
116
0 6
1 16
23 13 0
Garrett Strang
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 5 1 2 0 1 0 0 0 0 28 0 0 1 20 1 59 0
4:15 PM 0 6 1 5 0 0 0 4 0 5 39 2 1 2 31 0 96 0
4:30 PM 0 4 0 0 0 2 0 0 0 1 28 2 0 0 26 1 64 0
4:45 PM 0 2 0 1 0 0 1 3 0 2 36 4 0 2 28 1 80 299
5:00 PM 0 4 0 0 0 0 2 3 0 0 35 0 0 1 23 0 68 308
5:15 PM 0 4 0 1 0 1 1 2 1 2 30 3 0 2 21 1 69 281
5:30 PM 0 5 0 1 0 0 0 2 1 2 34 2 0 2 26 1 76 293
5:45 PM 0 5 1 3 0 1 0 3 0 0 40 5 0 2 27 1 88 301
Count Total 0 35 3 13 0 5 4 17 2 12 270 18 1 12 202 6 600 0 16 1 6 0 2 3 10 0 8 138 8 1 5 108 2 308
0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 2
- 0% 0% 0% - 0% 0% 0% - 0% 1% 13% 0% 0% 0% 0% 1%

EB WB NB SB EB WB NB SB E W N S
4:00 PM 0 0 0 0 0 0 2 1 8 7 0 0
4:15 PM 0 0 2 0 0 0 1 0 7 8 0 0
4:30 PM 0 0 0 0 1 0 0 0 5 2 1 0
4:45 PM 0 0 0 0 0 0 1 2 6 6 0 1
5:00 PM 0 0 0 0 0 0 0 0 6 12 1 1
5:15 PM 0 0 0 0 1 0 2 2 9 6 3 1
5:30 PM 0 0 0 0 0 0 0 1 8 3 2 0
5:45 PM 0 0 0 0 0 0 1 2 6 11 1 2
Count Total 0 0 2 0 2 0 7 8 55 55 8 5
Peak Hour 0 0 2 0 1 0 2 2 24 28 2 2
2 17 123
2 5 56
0 1 13
0 3 20
0 0 20
0 5 19
0 1 8
0 3 13
0 3 15
2 1 15
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
6th Ave 6th Ave S B St S B St
15-min
Total
Garrett Strang
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 2 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Count Total 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 2
Pk Hr Heavy 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 2
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 3 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0
4:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 3 8
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5
5:15 PM 0 1 0 0 0 0 0 0 0 0 2 0 0 0 0 2 5 9
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 9
5:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 3 9
Count Total 0 1 1 0 0 0 0 0 0 0 7 0 0 0 5 3 17
Pk Hr Bike 0 0 1 0 0 0 0 0 0 0 2 0 0 0 2 0 5
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
6th Ave 6th Ave S B St S B St
Interval
Start
6th Ave 6th Ave S B St S B St
15-min
Total
Garrett Strang
(415) 444-6376 [email protected]
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF

EB -- --
WB 6% 0.39
NB 1% 0.90
SB 3% 0.84
TOTAL 2% 0.87
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
8:00 AM 0 0 0 0 0 0 0 1 0 0 20 2 2 0 27 0 52 0
8:15 AM 0 0 0 0 0 0 0 4 0 0 15 4 0 1 23 0 47 0
8:30 AM 0 0 0 0 0 2 0 9 0 0 21 3 2 3 18 0 58 0
8:45 AM 0 0 0 0 0 0 0 1 0 0 17 4 0 4 18 0 44 201
0 0 0 0 0 2 0 15 0 0 73 13 4 8 86 0 201
0 0 0 0 0 0 0 1 0 0 0 1 0 0 3 0 5
- - - - - 0% - 7% - - 0% 8% 0% 0% 3% - 2%

EB WB NB SB EB WB NB SB E W N S
8:00 AM 0 0 0 1 0 0 0 2 0 5 2 1
8:15 AM 0 0 0 1 0 0 1 0 2 6 4 0
8:30 AM 0 1 0 0 0 0 0 1 1 1 2 0
8:45 AM 0 0 1 1 0 0 1 0 5 2 3 0
Peak Hour 0 1 1 3 0 0 2 3 8 14 11 15 5 34
10 1 1 4
2 1
1 2 8
1 1 12
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
n/a 6th Ave Laurel Ave Laurel Ave
15-min
Total
8:00 AM to 9:00 AM
10/22/2025
7:00 AM to 9:00 AM
N
Laurel Ave
6th Ave
6th Ave
Laurel Ave
Laurel Ave
201TEV:

0.8664PHF: 86
8 98
92 4
15 2 17
21 0
13 7386
88 0
3 0
1 1
0 0
11 1
14 8
Garrett Strang
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 1 0 1 0 0 6 5 0 0 8 0 21 0
7:15 AM 0 0 0 0 0 0 0 2 0 0 7 2 1 3 6 0 21 0
7:30 AM 0 0 0 0 0 0 0 2 0 0 16 0 0 2 10 0 30 0
7:45 AM 0 0 0 0 0 0 0 2 0 0 11 1 1 1 18 0 34 106
8:00 AM 0 0 0 0 0 0 0 1 0 0 20 2 2 0 27 0 52 137
8:15 AM 0 0 0 0 0 0 0 4 0 0 15 4 0 1 23 0 47 163
8:30 AM 0 0 0 0 0 2 0 9 0 0 21 3 2 3 18 0 58 191
8:45 AM 0 0 0 0 0 0 0 1 0 0 17 4 0 4 18 0 44 201
Count Total 0 0 0 0 0 3 0 22 0 0 113 21 6 14 128 0 307
0 0 0 0 0 2 0 15 0 0 73 13 4 8 86 0 201
0 0 0 0 0 0 0 1 0 0 0 1 0 0 3 0 5
- - - - - 0% - 7% - - 0% 8% 0% 0% 3% - 2%

EB WB NB SB EB WB NB SB E W N S
7:00 AM 0 0 0 1 0 0 0 1 3 1 0 0
7:15 AM 0 1 0 0 0 0 2 0 1 7 4 0
7:30 AM 0 0 0 0 0 0 0 0 2 6 1 0
7:45 AM 0 0 1 0 0 0 1 2 7 2 4 0
8:00 AM 0 0 0 1 0 0 0 2 0 5 2 1
8:15 AM 0 0 0 1 0 0 1 0 2 6 4 0
8:30 AM 0 1 0 0 0 0 0 1 1 1 2 0
8:45 AM 0 0 1 1 0 0 1 0 5 2 3 0
Count Total 0 2 2 4 0 0 5 6 21 30 20 1
Peak Hour 0 1 1 3 0 0 2 3 8 14 11 1
8 11 72
5 5 34
1 1 4
2 1 10
1 2 8
1 1 12
0 0 9
1 3 13
1 1 4
1 2 12
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
n/a 6th Ave Laurel Ave Laurel Ave
15-min
Total
Garrett Strang
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0
7:15 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 3
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 3
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 3
8:30 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 4
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 2 5
Count Total 0 0 0 0 0 0 0 2 0 0 1 1 0 0 4 0 8
Pk Hr Heavy 0 0 0 0 0 0 0 1 0 0 0 1 0 0 3 0 5
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 3 6
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 7
8:15 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 6
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 7
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 5
Count Total 0 0 0 0 0 0 0 0 0 0 4 1 0 0 6 0 11
Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 1 1 0 0 3 0 5
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
n/a 6th Ave Laurel Ave Laurel Ave
Interval
Start
n/a 6th Ave Laurel Ave Laurel Ave
15-min
Total
Garrett Strang
(415) 444-6376 [email protected]
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF

EB -- --
WB 0% 0.65
NB 1% 0.95
SB 0% 0.90
TOTAL 0% 0.92
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
5:00 PM 0 0 0 0 0 1 0 2 0 0 20 1 0 1 24 0 49 0
5:15 PM 0 0 0 0 0 2 0 3 0 0 19 6 0 2 30 0 62 0
5:30 PM 0 0 0 0 0 0 0 1 0 0 23 2 0 3 30 0 59 0
5:45 PM 0 0 0 0 0 2 0 2 0 0 20 4 0 5 24 0 57 227
0 0 0 0 0 5 0 8 0 0 82 13 0 11 108 0 227
0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1
- - - - - 0% - 0% - - 1% 0% - 0% 0% - 0%

EB WB NB SB EB WB NB SB E W N S
5:00 PM 0 0 1 0 0 0 1 1 3 10 1 2
5:15 PM 0 0 0 0 0 2 2 1 5 10 5 0
5:30 PM 0 0 0 0 0 0 0 0 2 5 4 1
5:45 PM 0 0 0 0 0 0 1 3 6 11 14 1
Peak Hour 0 0 1 0 0 2 4 5 16 36 24 41 11 80
32 0 0 12
0 4
1 2 16
0 5 20
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
n/a 6th Ave Laurel Ave Laurel Ave
15-min
Total
5:00 PM to 6:00 PM
10/22/2025
4:00 PM to 6:00 PM
N
Laurel Ave
6th Ave
6th Ave
Laurel Ave
Laurel Ave
227TEV:

0.9153PHF: 108
11 119
90 0
8 5 13
24 0
13 8295
113
0 5
0 1
3 0
2 24
4 36
16 Garrett Strang
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 1 0 1 0 0 13 3 0 4 21 0 43 0
4:15 PM 0 0 0 0 0 2 0 4 0 0 17 4 0 5 23 0 55 0
4:30 PM 0 0 0 0 0 2 0 2 0 0 8 1 0 4 24 0 41 0
4:45 PM 0 0 0 0 0 1 0 4 0 0 17 2 1 5 23 0 53 192
5:00 PM 0 0 0 0 0 1 0 2 0 0 20 1 0 1 24 0 49 198
5:15 PM 0 0 0 0 0 2 0 3 0 0 19 6 0 2 30 0 62 205
5:30 PM 0 0 0 0 0 0 0 1 0 0 23 2 0 3 30 0 59 223
5:45 PM 0 0 0 0 0 2 0 2 0 0 20 4 0 5 24 0 57 227
Count Total 0 0 0 0 0 11 0 19 0 0 137 23 1 29 199 0 419 0 0 0 0 0 5 0 8 0 0 82 13 0 11 108 0 227
0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1
- - - - - 0% - 0% - - 1% 0% - 0% 0% - 0%

EB WB NB SB EB WB NB SB E W N S
4:00 PM 0 0 0 1 0 1 0 1 6 2 1 1
4:15 PM 0 0 0 0 0 0 0 0 10 7 11 0
4:30 PM 0 0 0 0 0 0 2 2 4 1 1 0
4:45 PM 0 0 0 0 0 0 0 3 9 5 5 0
5:00 PM 0 0 1 0 0 0 1 1 3 10 1 2
5:15 PM 0 0 0 0 0 2 2 1 5 10 5 0
5:30 PM 0 0 0 0 0 0 0 0 2 5 4 1
5:45 PM 0 0 0 0 0 0 1 3 6 11 14 1
Count Total 0 0 1 1 0 3 6 11 45 51 42 5
Peak Hour 0 0 1 0 0 2 4 5 16 36 24 4
2 20 143
1 11 80
0 0 12
0 4 32
1 2 16
0 5 20
0 4 6
0 3 19
1 2 10
0 0 28
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
n/a 6th Ave Laurel Ave Laurel Ave
15-min
Total
Garrett Strang
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 1
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Count Total 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 2
Pk Hr Heavy 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 2 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 1 1 0 4 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 3 9
5:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 2 9
5:15 PM 0 0 0 0 0 2 0 0 0 0 1 1 0 0 1 0 5 14
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10
5:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 3 0 4 11
Count Total 0 0 0 0 0 3 0 0 0 0 5 1 0 1 10 0 20
Pk Hr Bike 0 0 0 0 0 2 0 0 0 0 3 1 0 0 5 0 11
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
n/a 6th Ave Laurel Ave Laurel Ave
Interval
Start
n/a 6th Ave Laurel Ave Laurel Ave
15-min
Total
Garrett Strang
(415) 444-6376 [email protected]
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 0% 0.71
WB 17% 0.60
NB 2% 0.97
SB 2% 0.86
TOTAL 3% 0.96
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:45 AM 3 2 0 1 0 1 0 0 1 1 34 0 0 3 16 1 63 0
8:00 AM 1 0 0 2 0 1 1 2 0 2 29 1 0 1 27 0 67 0
8:15 AM 0 2 0 3 0 1 0 1 1 1 32 2 1 0 23 2 69 0
8:30 AM 0 2 0 1 0 1 0 4 0 3 29 3 0 0 20 2 65 264
4 6 0 7 0 4 1 7 2 7 124 6 1 4 86 5 264
0 0 0 0 0 2 0 0 0 1 2 0 0 0 2 0 7
0% 0% - 0% - 50% 0% 0% 0% 14% 2% 0% 0% 0% 2% 0% 3%

EB WB NB SB EB WB NB SB E W N S
7:45 AM 0 0 1 0 0 0 1 1 1 11 0 0
8:00 AM 0 1 1 0 1 0 1 2 3 1 0 0
8:15 AM 0 0 0 2 1 0 1 0 4 5 3 0
8:30 AM 0 1 1 0 0 0 1 1 4 3 3 1
Peak Hour 0 2 3 2 2 0 4 4 12 20 6 17 10 39
11 2 2 12
2 2
1 2 12
2 4 4
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
7th Ave 7th Ave S B St S B St
15-min
Total
7:45 AM to 8:45 AM
10/22/2025
7:00 AM to 9:00 AM
0 1
1 0
4 0
0 4
0 0
0 0
6 1
20 12
N
S B St
7th Ave
7th AveS B St
7th Ave
S B St
264TEV:

0.9565PHF: 5
86 4
96 138
1 7
1 4
12 100
6 124
7 139
99 2
7 0
6 17
17 4
Garrett Strang
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 2 1 0 0 0 0 0 0 0 0 6 0 0 1 13 0 23 0
7:15 AM 1 1 2 0 0 0 0 1 0 0 17 2 0 2 15 0 41 0
7:30 AM 0 2 0 1 0 1 0 4 0 0 18 0 0 1 10 1 38 0
7:45 AM 3 2 0 1 0 1 0 0 1 1 34 0 0 3 16 1 63 165
8:00 AM 1 0 0 2 0 1 1 2 0 2 29 1 0 1 27 0 67 209
8:15 AM 0 2 0 3 0 1 0 1 1 1 32 2 1 0 23 2 69 237
8:30 AM 0 2 0 1 0 1 0 4 0 3 29 3 0 0 20 2 65 264
8:45 AM 1 1 0 1 0 0 0 0 0 1 22 1 1 2 12 1 43 244
Count Total 8 11 2 9 0 5 1 12 2 8 187 9 2 10 136 7 409
4 6 0 7 0 4 1 7 2 7 124 6 1 4 86 5 264
0 0 0 0 0 2 0 0 0 1 2 0 0 0 2 0 7
0% 0% - 0% - 50% 0% 0% 0% 14% 2% 0% 0% 0% 2% 0% 3%

EB WB NB SB EB WB NB SB E W N S
7:00 AM 0 0 1 1 0 0 1 0 4 1 1 0
7:15 AM 1 1 0 1 0 0 0 0 3 2 1 1
7:30 AM 0 0 0 2 0 0 0 0 1 4 1 0
7:45 AM 0 0 1 0 0 0 1 1 1 11 0 0
8:00 AM 0 1 1 0 1 0 1 2 3 1 0 0
8:15 AM 0 0 0 2 1 0 1 0 4 5 3 0
8:30 AM 0 1 1 0 0 0 1 1 4 3 3 1
8:45 AM 0 0 2 0 0 0 0 0 2 5 0 0
Count Total 1 3 6 6 2 0 5 4 22 32 9 2
Peak Hour 0 2 3 2 2 0 4 4 12 20 6 1
16 11 65
7 10 39
2 2 11
2 0 7
2 4 4
2 2 12
2 0 6
1 2 12
2 1 6
3 0 7
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
7th Ave 7th Ave S B St S B St
15-min
Total
Garrett Strang
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 2 0
7:15 AM 0 0 1 0 0 0 0 1 0 0 0 0 0 0 1 0 3 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 8
8:00 AM 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 2 8
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 7
8:30 AM 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 2 7
8:45 AM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 8
Count Total 0 0 1 0 0 2 0 1 0 1 5 0 0 1 5 0 16
Pk Hr Heavy 0 0 0 0 0 2 0 0 0 1 2 0 0 0 2 0 7
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 2 3
8:00 AM 0 0 1 0 0 0 0 0 0 0 1 0 0 0 2 0 4 6
8:15 AM 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0 2 8
8:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 2 10
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8
Count Total 0 1 1 0 0 0 0 0 0 0 5 0 0 0 4 0 11
Pk Hr Bike 0 1 1 0 0 0 0 0 0 0 4 0 0 0 4 0 10
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
7th Ave 7th Ave S B St S B St
Interval
Start
7th Ave 7th Ave S B St S B St
15-min
Total
Garrett Strang
(415) 444-6376 [email protected]
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 0% 0.68
WB 4% 0.64
NB 2% 0.88
SB 0% 0.91
TOTAL 1% 0.86
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:15 PM 2 0 1 3 0 1 2 6 0 2 38 1 0 0 32 0 88 0
4:30 PM 1 1 0 5 0 0 0 4 0 2 25 0 2 1 23 5 69 0
4:45 PM 0 2 0 3 0 1 0 2 0 4 35 1 0 1 28 0 77 0
5:00 PM 1 0 0 0 0 3 0 4 1 2 33 1 0 1 24 0 70 304
4 3 1 11 0 5 2 16 1 10 131 3 2 3 107 5 304
0 0 0 0 0 1 0 0 0 0 2 1 0 0 0 0 4
0% 0% 0% 0% - 20% 0% 0% 0% 0% 2% 33% 0% 0% 0% 0% 1%

EB WB NB SB EB WB NB SB E W N S
4:15 PM 0 1 3 0 0 0 0 0 10 6 3 4
4:30 PM 0 0 0 0 0 0 0 0 5 5 0 0
4:45 PM 0 0 0 0 0 0 1 2 5 9 0 1
5:00 PM 0 0 0 0 0 0 0 0 8 15 0 3
Peak Hour 0 1 3 0 0 0 1 2 28 35 3 84 3 74
26 0 3 15
0 0
4 0 23
0 0 10
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
7th Ave 7th Ave S B St S B St
15-min
Total
4:15 PM to 5:15 PM
10/22/2025
4:00 PM to 6:00 PM
0 0
0 0
2 0
0 1
0 0
0 0
3 8
35 28
N
S B St
7th Ave
7th AveS B St
7th Ave
S B St
304TEV:

0.8636PHF: 5
107
3 117
152
2 16
2 5
23 70
3 131
10 145
124
1 11
1 3
19 21 4
Garrett Strang
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 1 0 0 0 0 0 4 0 0 24 1 0 2 22 1 55 0
4:15 PM 2 0 1 3 0 1 2 6 0 2 38 1 0 0 32 0 88 0
4:30 PM 1 1 0 5 0 0 0 4 0 2 25 0 2 1 23 5 69 0
4:45 PM 0 2 0 3 0 1 0 2 0 4 35 1 0 1 28 0 77 289
5:00 PM 1 0 0 0 0 3 0 4 1 2 33 1 0 1 24 0 70 304
5:15 PM 2 3 0 1 0 3 0 0 1 3 34 2 0 0 23 1 73 289
5:30 PM 1 3 0 2 0 0 0 3 0 1 33 4 0 1 28 1 77 297
5:45 PM 0 1 1 2 0 2 0 0 0 0 41 2 0 0 27 3 79 299
Count Total 7 11 2 16 0 10 2 23 2 14 263 12 2 6 207 11 588 4 3 1 11 0 5 2 16 1 10 131 3 2 3 107 5 304
0 0 0 0 0 1 0 0 0 0 2 1 0 0 0 0 4
0% 0% 0% 0% - 20% 0% 0% 0% 0% 2% 33% 0% 0% 0% 0% 1%

EB WB NB SB EB WB NB SB E W N S
4:00 PM 0 0 0 0 0 0 2 0 6 7 0 0
4:15 PM 0 1 3 0 0 0 0 0 10 6 3 4
4:30 PM 0 0 0 0 0 0 0 0 5 5 0 0
4:45 PM 0 0 0 0 0 0 1 2 5 9 0 1
5:00 PM 0 0 0 0 0 0 0 0 8 15 0 3
5:15 PM 0 0 0 0 0 0 2 0 6 16 1 2
5:30 PM 0 0 0 0 0 0 0 1 13 5 6 2
5:45 PM 0 0 0 0 0 0 2 2 4 15 4 0
Count Total 0 1 3 0 0 0 7 5 57 78 14 12
Peak Hour 0 1 3 0 0 0 1 2 28 35 3 8
4 12 161
4 3 74
0 1 26
0 4 23
0 0 26
0 2 25
0 0 10
0 3 15
0 2 13
4 0 23
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
7th Ave 7th Ave S B St S B St
15-min
Total
Garrett Strang
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 1 0 0 0 0 2 1 0 0 0 0 4 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Count Total 0 0 0 0 0 1 0 0 0 0 2 1 0 0 0 0 4
Pk Hr Heavy 0 0 0 0 0 1 0 0 0 0 2 1 0 0 0 0 4
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 3 5
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3
5:15 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 5
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 6
5:45 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 1 1 4 7
Count Total 0 0 0 0 0 0 0 0 0 0 7 0 0 0 4 1 12
Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 3
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
7th Ave 7th Ave S B St S B St
Interval
Start
7th Ave 7th Ave S B St S B St
15-min
Total
Garrett Strang
(415) 444-6376 [email protected]
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 4% 0.87
WB 2% 0.57
NB 6% 0.62
SB 14% 0.58
TOTAL 4% 0.68
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
8:00 AM 0 4 26 8 0 1 23 1 0 7 5 6 0 0 3 2 86 0
8:15 AM 0 1 23 6 0 2 37 3 0 4 8 4 0 0 3 1 92 0
8:30 AM 0 0 31 2 0 7 40 0 0 3 12 4 0 1 3 3 106 0
8:45 AM 0 0 26 5 0 12 72 4 0 16 15 5 0 0 11 1 167 451
0 5 106 21 0 22 172 8 0 30 40 19 0 1 20 7 451
0 0 4 1 0 0 4 1 0 1 4 0 0 0 2 2 19
- 0% 4% 5% - 0% 2% 13% - 3% 10% 0% - 0% 10% 29% 4%

EB WB NB SB EB WB NB SB E W N S
8:00 AM 1 1 1 2 0 1 0 0 3 0 0 1
8:15 AM 1 3 1 1 1 0 1 0 1 2 1 2
8:30 AM 2 0 1 1 0 1 1 0 2 0 3 2
8:45 AM 1 1 2 0 1 0 0 1 4 3 2 5
Peak Hour 5 5 5 4 2 2 2 1 10 5 6 1019 7 31
14 4 2 7
4 2
5 1 4
6 2 6
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
E 5th St E 5th St S B St S B St
15-min
Total
8:00 AM to 9:00 AM
11/18/2025
7:00 AM to 9:00 AM
0 1
1 0
1 0
0 2
0 0
0 2
6 10
5 10
N
S B St
E 5th St
E 5th StS B St
E 5th St
S B St
451TEV:

0.6751PHF: 7
20 1
28 53
0 8
172
22 202
126
0 19
40 30
89 63
0 21
106
5 132
209 0
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 2 10 3 0 2 7 0 0 1 6 3 0 0 0 0 34 0
7:15 AM 0 0 9 1 0 1 11 1 0 2 4 1 0 0 2 0 32 0
7:30 AM 0 2 19 0 0 2 11 1 0 3 5 2 0 0 3 2 50 0
7:45 AM 0 4 10 4 0 4 13 3 0 6 5 4 0 0 5 0 58 174
8:00 AM 0 4 26 8 0 1 23 1 0 7 5 6 0 0 3 2 86 226
8:15 AM 0 1 23 6 0 2 37 3 0 4 8 4 0 0 3 1 92 286
8:30 AM 0 0 31 2 0 7 40 0 0 3 12 4 0 1 3 3 106 342
8:45 AM 0 0 26 5 0 12 72 4 0 16 15 5 0 0 11 1 167 451
Count Total 0 13 154 29 0 31 214 13 0 42 60 29 0 1 30 9 625 0 5 106 21 0 22 172 8 0 30 40 19 0 1 20 7 451
0 0 4 1 0 0 4 1 0 1 4 0 0 0 2 2 19
- 0% 4% 5% - 0% 2% 13% - 3% 10% 0% - 0% 10% 29% 4%

EB WB NB SB EB WB NB SB E W N S
7:00 AM 0 0 0 0 0 0 1 0 2 2 2 3
7:15 AM 0 0 0 0 0 0 0 0 3 0 1 1
7:30 AM 1 0 0 0 0 0 0 0 4 4 0 0
7:45 AM 0 1 0 0 0 0 1 1 4 1 4 2
8:00 AM 1 1 1 2 0 1 0 0 3 0 0 1
8:15 AM 1 3 1 1 1 0 1 0 1 2 1 2
8:30 AM 2 0 1 1 0 1 1 0 2 0 3 2
8:45 AM 1 1 2 0 1 0 0 1 4 3 2 5
Count Total 6 6 5 4 2 2 4 2 23 12 13 16
Peak Hour 5 5 5 4 2 2 2 1 10 5 6 10
21 10 64
19 7 31
4 2 7
4 2 14
5 1 4
6 2 6
1 0 8
1 2 11
0 1 9
0 0 5
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E 5th St E 5th St S B St S B St
15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0
7:45 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 2
8:00 AM 0 0 0 1 0 0 1 0 0 0 1 0 0 0 1 1 5 7
8:15 AM 0 0 1 0 0 0 2 1 0 0 1 0 0 0 1 0 6 13
8:30 AM 0 0 2 0 0 0 0 0 0 0 1 0 0 0 0 1 4 16
8:45 AM 0 0 1 0 0 0 1 0 0 1 1 0 0 0 0 0 4 19
Count Total 0 0 5 1 0 1 4 1 0 1 4 0 0 0 2 2 21
Pk Hr Heavy 0 0 4 1 0 0 4 1 0 1 4 0 0 0 2 2 19
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 2 3
8:00 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 3
8:15 AM 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0 2 5
8:30 AM 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 2 7
8:45 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 2 7
Count Total 0 1 1 0 0 2 0 0 0 1 3 0 0 0 2 0 10
Pk Hr Bike 0 1 1 0 0 2 0 0 0 0 2 0 0 0 1 0 7
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E 5th St E 5th St S B St S B St
Interval
Start
E 5th St E 5th St S B St S B St
15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 2% 0.93
WB 0% 0.89
NB 1% 0.91
SB 1% 0.84
TOTAL 1% 0.94
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:15 PM 0 6 58 15 0 10 40 3 0 7 14 14 0 2 17 3 189 0
4:30 PM 0 4 56 21 0 5 36 6 0 7 31 8 0 1 16 5 196 0
4:45 PM 0 4 72 15 0 5 48 3 0 10 20 13 0 1 13 4 208 0
5:00 PM 0 5 72 10 0 7 33 4 0 8 24 11 0 1 5 6 186 779
0 19 258 61 0 27 157 16 0 32 89 46 0 5 51 18 779
0 1 4 2 0 0 0 0 0 0 2 0 0 0 0 1 10
- 5% 2% 3% - 0% 0% 0% - 0% 2% 0% - 0% 0% 6% 1%

EB WB NB SB EB WB NB SB E W N S
4:15 PM 3 0 0 0 0 0 0 0 8 7 11 5
4:30 PM 2 0 1 0 3 1 0 1 9 10 2 1
4:45 PM 2 0 1 1 2 0 0 0 10 14 5 12
5:00 PM 0 0 0 0 0 1 1 0 9 5 4 6
Peak Hour 7 0 2 1 5 2 1 1 36 36 22 2410 9 118
24 4 2 41
0 2
3 0 31
3 5 22
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
E 5th St E 5th St S B St S B St
15-min
Total
4:15 PM to 5:15 PM
11/18/2025
4:00 PM to 6:00 PM
2 2
1 1
0 0
0 1
0 0
2 0
22 24
36 36
N
S B St
E 5th St
E 5th StS B St
E 5th St
S B St
779TEV:

0.9363PHF: 18
51 5
74 124
0 16
157
27 200
309
0 46
89 32
167
139
0 61
258
19 338
207 0
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 9 58 16 0 6 38 5 0 14 22 5 0 2 6 1 182 0
4:15 PM 0 6 58 15 0 10 40 3 0 7 14 14 0 2 17 3 189 0
4:30 PM 0 4 56 21 0 5 36 6 0 7 31 8 0 1 16 5 196 0
4:45 PM 0 4 72 15 0 5 48 3 0 10 20 13 0 1 13 4 208 775
5:00 PM 0 5 72 10 0 7 33 4 0 8 24 11 0 1 5 6 186 779
5:15 PM 0 4 62 10 0 14 31 4 0 8 21 12 0 2 4 5 177 767
5:30 PM 0 10 55 8 0 6 47 8 0 6 12 12 0 2 14 4 184 755
5:45 PM 0 9 63 13 0 10 44 7 0 4 17 15 0 2 14 4 202 749
Count Total 0 51 496 108 0 63 317 40 0 64 161 90 0 13 89 32 1,524 0 19 258 61 0 27 157 16 0 32 89 46 0 5 51 18 779
0 1 4 2 0 0 0 0 0 0 2 0 0 0 0 1 10
- 5% 2% 3% - 0% 0% 0% - 0% 2% 0% - 0% 0% 6% 1%

EB WB NB SB EB WB NB SB E W N S
4:00 PM 2 4 1 0 0 1 0 3 12 7 7 8
4:15 PM 3 0 0 0 0 0 0 0 8 7 11 5
4:30 PM 2 0 1 0 3 1 0 1 9 10 2 1
4:45 PM 2 0 1 1 2 0 0 0 10 14 5 12
5:00 PM 0 0 0 0 0 1 1 0 9 5 4 6
5:15 PM 0 0 1 0 1 2 1 1 20 4 4 6
5:30 PM 2 0 0 1 0 0 1 1 15 7 6 10
5:45 PM 0 0 0 0 0 0 0 1 18 9 5 2
Count Total 11 4 4 2 6 5 3 7 101 63 44 50
Peak Hour 7 0 2 1 5 2 1 1 36 36 22 24
21 21 258
10 9 118
3 2 38
0 1 34
0 2 24
1 5 34
3 5 22
4 2 41
7 4 34
3 0 31
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E 5th St E 5th St S B St S B St
15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 1 1 0 0 2 2 0 0 1 0 0 0 0 0 7 0
4:15 PM 0 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 3 0
4:30 PM 0 0 1 1 0 0 0 0 0 0 1 0 0 0 0 0 3 0
4:45 PM 0 0 2 0 0 0 0 0 0 0 1 0 0 0 0 1 4 17
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 8
5:30 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 1 0 0 3 8
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4
Count Total 0 1 7 3 0 0 2 2 0 0 3 1 0 1 0 1 21
Pk Hr Heavy 0 1 4 2 0 0 0 0 0 0 2 0 0 0 0 1 10
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 2 1 4 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 1 1 1 0 0 1 0 0 0 0 0 0 0 0 1 5 0
4:45 PM 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 2 11
5:00 PM 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 2 9
5:15 PM 0 0 1 0 0 0 2 0 0 0 1 0 0 0 1 0 5 14
5:30 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 2 11
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 10
Count Total 0 1 3 2 0 0 5 0 0 1 2 0 0 0 4 3 21
Pk Hr Bike 0 1 2 2 0 0 2 0 0 0 1 0 0 0 0 1 9
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E 5th St E 5th St S B St S B St
Interval
Start
E 5th St E 5th St S B St S B St
15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]

AUTO CENSUS
Date: Traffic Monitoring and Analysis
Counters: 5973 Larkstone Loop445 Lily Ann Way Intersection Name: San Jose, CA 95123
Weather: Fair
Start Time IN OUT IN OUT IN OUT
7:00 0 0 0 0 0 0
7:15 0 0 0 0 0 0
7:30 0 0 1 1 0 0
7:45 0 0 1 1 0 0
8:00 1 0 1 1 0 0
8:15 1 0 1 1 0 0
8:30 1 0 1 1 0 0
8:45 1 0 1 1 0 0
9:00 1 0 1 1 0 0
Hourly
Peak Hour Totals
7:00 - 8:00 1 0 1 1 0 0 3
7:15 - 8:15 1 0 1 1 0 0 3
7:30 - 8:30 1 0 0 0 0 0 1
7:45 - 8:45 1 0 0 0 0 0 1
8:00 - 9:00 0 0 0 0 0 0 0
Peak Volumes: 1 0 1 1 0 0 3
Start Time IN OUT IN OUT IN OUT
4:00 0 0 0 0 0 0
4:15 0 0 1 0 0 0
4:30 0 1 3 0 1 0
4:45 0 1 4 1 1 1
5:00 0 2 4 3 1 1
5:15 0 2 4 4 1 1
5:30 0 2 4 4 1 1
5:45 0 2 4 6 1 1
6:00 0 2 4 6 1 1
Hourly
Peak Hour Totals
4:00-5:00 0 2 4 3 1 1 11
4:15-5:15 0 2 3 4 1 1 11
4:30-5:30 0 1 1 4 0 1 7
4:45-5:45 0 1 0 5 0 0 6
5:00-6:00 0 0 0 3 0 0 3
Peak Volumes: 0 2 4 3 1 1 11
DWY 3
9/11/2025
DWY 1 DWY 2 DWY 3
PM Volume Count- 25OZ11(San Mateo)
Tap Plastics
Steve
DWY 1 DWY 2
616 South B Street – Transportation Impact Analysis April 23, 2026

P a g e | 45

Appendix B
Scenario Volumes

Page 1 ends

Intersection Number: 1
Traffix Node Number: 1
Intersection Name: B Street and 6th Avenue
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 7 88 13 5 1 7 3 127 5 4 3 7 270
Approved Project Trips
31-57 S. B Street 0 0 0 0 0 0 0 0 0 0 0 0 0
435 E. 3rd Avenue 0 0 0 0 0 0 0 0 0 0 0 0 0
Block 21 - 500 E. 3rd Ave 0 0 0 0 0 0 0 0 0 0 0 0 0
222 E. 4th Avenue (Draeger's Market) 0 4 0 0 0 0 0 7 0 0 0 0 11 477 9th Avenue 0 2 0 0 0 0 0 5 0 0 0 0 7
Total Approved Trips 0 6 0 0 0 0 0 12 0 0 0 0 18
Opening Year Conditions 7 94 13 5 1 7 3 139 5 4 3 7 288 Proposed Project Trips 5 6 0 0 0 0 0 9 2 2 0 4 28
Opening Year + Project Conditions 12 100 13 5 1 7 3 148 7 6 3 11 316 Cumulative No Project Conditions 25 308 46 18 4 25 11 445 18 14 11 25 950 Cumulative + Project Conditions 30 314 46 18 4 25 11 454 20 16 11 29 978 Intersection Number: 2
Traffix Node Number: 2
Intersection Name: Laurel Avenue and 6th Avenue
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 86 12 15 0 2 13 73 0 0 0 0 201
Approved Project Trips
31-57 S. B Street 0 0 0 0 0 0 0 0 0 0 0 0 0
435 E. 3rd Avenue 0 0 0 0 0 0 0 0 0 0 0 0 0
Block 21 - 500 E. 3rd Ave 0 0 0 0 0 0 0 0 0 0 0 0 0
222 E. 4th Avenue (Draeger's Market) 0 16 0 0 0 0 0 24 0 0 0 0 40 477 9th Avenue 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Approved Trips 0 16 0 0 0 0 0 24 0 0 0 0 40
Opening Year Conditions 0 102 12 15 0 2 13 97 0 0 0 0 241 Proposed Project Trips 0 2 3 3 0 3 4 4 0 0 0 0 19
Opening Year + Project Conditions 0 104 15 18 0 5 17 101 0 0 0 0 260 Cumulative No Project Conditions 0 301 42 53 0 7 46 256 0 0 0 0 705 Cumulative + Project Conditions 0 303 45 56 0 10 50 260 0 0 0 0 724 03/23/26
10/22/25
03/23/26
10/22/25
Hexagon Transportation Consultants, Inc.
3/25/2026
Sum_AM
616 B Street Volumes 3-23-2026

Page 2 ends

Intersection Number: 3
Traffix Node Number: 3
Intersection Name: B Street and 7th Avenue
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 5 86 5 7 1 4 6 124 9 7 0 10 264
Approved Project Trips
31-57 S. B Street 0 0 0 0 0 0 0 0 0 0 0 0 0
435 E. 3rd Avenue 0 0 0 0 0 0 0 0 0 0 0 0 0
Block 21 - 500 E. 3rd Ave 0 0 0 0 0 0 0 0 0 0 0 0 0
222 E. 4th Avenue (Draeger's Market) 0 4 0 0 0 0 0 7 0 0 0 0 11 477 9th Avenue 0 2 0 0 0 0 0 5 0 0 0 0 7
Total Approved Trips 0 6 0 0 0 0 0 12 0 0 0 0 18
Opening Year Conditions 5 92 5 7 1 4 6 136 9 7 0 10 282 Proposed Project Trips 6 2 0 0 0 0 0 2 1 2 0 9 22
Opening Year + Project Conditions 11 94 5 7 1 4 6 138 10 9 0 19 304 Cumulative No Project Conditions 18 301 18 25 4 14 21 434 32 25 0 35 927 Cumulative + Project Conditions 24 303 18 25 4 14 21 436 33 27 0 44 949 Intersection Number: 4
Traffix Node Number: 4
Intersection Name: B Street and 5th Avenue
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 7 20 1 8 172 22 19 40 30 21 106 5 451 Approved Project Trips
31-57 S. B Street 0 0 0 0 0 0 0 0 0 0 0 0 0
435 E. 3rd Avenue 0 0 0 0 0 0 0 0 0 0 0 0 0
Block 21 - 500 E. 3rd Ave 0 0 0 0 0 0 0 0 0 0 15 0 15
222 E. 4th Avenue (Draeger's Market) 5 0 0 0 50 0 0 0 7 4 20 1 87 477 9th Avenue 0 0 0 0 1 0 0 0 0 0 1 0 2
Total Approved Trips 5 0 0 0 51 0 0 0 7 4 36 1 104
Opening Year Conditions 12 20 1 8 223 22 19 40 37 25 142 6 555 Proposed Project Trips 0 11 0 0 0 0 0 13 0 0 0 0 24
Opening Year + Project Conditions 12 31 1 8 223 22 19 53 37 25 142 6 579 Cumulative No Project Conditions 47 229 1 8 418 78 43 385 105 82 323 26 1745 Cumulative + Project Conditions 47 240 1 8 418 78 43 398 105 82 323 26 1769 10/22/25
03/23/26
11/18/25
03/23/26
Hexagon Transportation Consultants, Inc.
3/25/2026
Sum_AM
616 B Street Volumes 3-23-2026

Page 3 ends

Intersection Number: 5
Traffix Node Number: 5
Intersection Name: Project Driveway and 6th Avenue
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 0 0 0 13 0 0 0 0 0 25 0 38
Approved Project Trips
31-57 S. B Street 0 0 0 0 0 0 0 0 0 0 0 0 0
435 E. 3rd Avenue 0 0 0 0 0 0 0 0 0 0 0 0 0
Block 21 - 500 E. 3rd Ave 0 0 0 0 0 0 0 0 0 0 0 0 0
222 E. 4th Avenue (Draeger's Market) 0 0 0 0 0 0 0 0 0 0 0 0 0 477 9th Avenue 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Approved Trips 0 0 0 0 0 0 0 0 0 0 0 0 0
Opening Year Conditions 0 0 0 0 13 0 0 0 0 0 25 0 38
Proposed Project Trips 0 0 0 0 0 7 6 0 6 7 0 0 26
Opening Year + Project Conditions 0 0 0 0 13 7 6 0 6 7 25 0 64 Cumulative No Project Conditions 0 0 0 0 46 0 0 0 0 0 88 0 134 Cumulative + Project Conditions 0 0 0 0 46 7 6 0 6 7 88 0 160 Intersection Number: 6
Traffix Node Number: 6
Intersection Name: Project Driveway and 7th Avenue
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 0 0 0 3 0 0 0 0 0 17 0 20
Approved Project Trips
31-57 S. B Street 0 0 0 0 0 0 0 0 0 0 0 0 0
435 E. 3rd Avenue 0 0 0 0 0 0 0 0 0 0 0 0 0
Block 21 - 500 E. 3rd Ave 0 0 0 0 0 0 0 0 0 0 0 0 0
222 E. 4th Avenue (Draeger's Market) 0 0 0 0 0 0 0 0 0 0 0 0 0 477 9th Avenue 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Approved Trips 0 0 0 0 0 0 0 0 0 0 0 0 0
Opening Year Conditions 0 0 0 0 3 0 0 0 0 0 17 0 20
Proposed Project Trips 7 0 11 7 0 0 0 0 0 0 0 5 30
Opening Year + Project Conditions 7 0 11 7 3 0 0 0 0 0 17 5 50 Cumulative No Project Conditions 0 0 0 0 11 0 0 0 0 0 60 0 71 Cumulative + Project Conditions 7 0 11 7 11 0 0 0 0 0 60 5 101 03/23/26
10/22/25
03/23/26
10/22/25
Hexagon Transportation Consultants, Inc.
3/25/2026
Sum_AM
616 B Street Volumes 3-23-2026

Page 1 ends

Intersection Number: 1
Traffix Node Number: 1
Intersection Name: B Street and 6th Avenue
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 2 108 6 10 3 2 8 138 8 6 1 16 308
Approved Project Trips
31-57 S. B Street 0 0 0 0 0 0 0 0 0 0 0 0 0
435 E. 3rd Avenue 0 0 0 0 0 0 0 0 0 0 0 0 0
Block 21 - 500 E. 3rd Ave 0 0 0 0 0 0 0 0 0 0 0 0 0
222 E. 4th Avenue (Draeger's Market) 0 11 0 0 0 0 0 4 0 0 0 0 15 477 9th Avenue 0 5 0 0 0 0 0 3 0 0 0 0 8
Total Approved Trips 0 16 0 0 0 0 0 7 0 0 0 0 23
Opening Year Conditions 2 124 6 10 3 2 8 145 8 6 1 16 331 Proposed Project Trips 6 7 0 0 0 0 0 3 3 3 0 6 28
Opening Year + Project Conditions 8 131 6 10 3 2 8 148 11 9 1 22 359 Cumulative No Project Conditions 7 342 19 32 10 7 26 437 26 19 4 51 980 Cumulative + Project Conditions 13 349 19 32 10 7 26 440 29 22 4 57 1008 Intersection Number: 2
Traffix Node Number: 2
Intersection Name: Laurel Avenue and 6th Avenue
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 0 108 11 8 0 5 13 82 0 0 0 0 227
Approved Project Trips
31-57 S. B Street 0 0 0 0 0 0 0 0 0 0 0 0 0
435 E. 3rd Avenue 0 0 0 0 0 0 0 0 0 0 0 0 0
Block 21 - 500 E. 3rd Ave 0 0 0 0 0 0 0 0 0 0 0 0 0
222 E. 4th Avenue (Draeger's Market) 0 9 0 0 0 0 0 0 0 0 0 0 9 477 9th Avenue 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Approved Trips 0 9 0 0 0 0 0 0 0 0 0 0 9
Opening Year Conditions 0 117 11 8 0 5 13 82 0 0 0 0 236 Proposed Project Trips 0 3 4 4 0 4 5 1 0 0 0 0 21
Opening Year + Project Conditions 0 120 15 12 0 9 18 83 0 0 0 0 257 Cumulative No Project Conditions 0 342 35 26 0 16 42 260 0 0 0 0 721 Cumulative + Project Conditions 0 345 39 30 0 20 47 261 0 0 0 0 742 03/23/26
10/22/25
03/23/26
10/22/25
Hexagon Transportation Consultants, Inc.
3/25/2026
Sum_PM
616 B Street Volumes 3-23-2026

Page 2 ends

Intersection Number: 3
Traffix Node Number: 3
Intersection Name: B Street and 7th Avenue
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 5 107 5 16 2 5 3 131 11 11 1 7 304
Approved Project Trips
31-57 S. B Street 0 0 0 0 0 0 0 0 0 0 0 0 0
435 E. 3rd Avenue 0 0 0 0 0 0 0 0 0 0 0 0 0
Block 21 - 500 E. 3rd Ave 0 0 0 0 0 0 0 0 0 0 0 0 0
222 E. 4th Avenue (Draeger's Market) 0 11 0 0 0 0 0 4 0 0 0 0 15 477 9th Avenue 0 5 0 0 0 0 0 3 0 0 0 0 8
Total Approved Trips 0 16 0 0 0 0 0 7 0 0 0 0 23
Opening Year Conditions 5 123 5 16 2 5 3 138 11 11 1 7 327 Proposed Project Trips 7 3 0 0 0 0 0 3 1 1 0 3 18
Opening Year + Project Conditions 12 126 5 16 2 5 3 141 12 12 1 10 345 Cumulative No Project Conditions 16 339 16 51 7 16 10 414 35 35 4 23 966 Cumulative + Project Conditions 23 342 16 51 7 16 10 417 36 36 4 26 984 Intersection Number: 4
Traffix Node Number: 4
Intersection Name: B Street and 5th Avenue
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 18 51 5 16 157 27 46 89 32 61 258 19 779 Approved Project Trips
31-57 S. B Street 0 0 0 0 0 0 0 0 0 0 0 0 0
435 E. 3rd Avenue 0 0 0 0 0 0 0 0 0 0 0 0 0
Block 21 - 500 E. 3rd Ave 0 0 0 0 9 0 0 0 0 0 -6 0 3
222 E. 4th Avenue (Draeger's Market) 4 0 0 0 25 0 0 0 4 11 66 8 118 477 9th Avenue 0 0 0 0 2 0 0 0 0 0 2 0 4
Total Approved Trips 4 0 0 0 36 0 0 0 4 11 62 8 125
Opening Year Conditions 22 51 5 16 193 27 46 89 36 72 320 27 904 Proposed Project Trips 0 13 0 0 0 0 0 9 0 0 0 0 22
Opening Year + Project Conditions 22 64 5 16 193 27 46 98 36 72 320 27 926 Cumulative No Project Conditions 72 351 5 16 317 87 90 351 88 136 457 48 2018 Cumulative + Project Conditions 72 364 5 16 317 87 90 360 88 136 457 48 2040 10/22/25
03/23/26
11/18/25
03/23/26
Hexagon Transportation Consultants, Inc.
3/25/2026
Sum_PM
616 B Street Volumes 3-23-2026

Page 3 ends

Intersection Number: 5
Traffix Node Number: 5
Intersection Name: Project Driveway and 6th Avenue
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 0 0 0 13 0 0 0 0 0 24 0 37
Approved Project Trips
31-57 S. B Street 0 0 0 0 0 0 0 0 0 0 0 0 0
435 E. 3rd Avenue 0 0 0 0 0 0 0 0 0 0 0 0 0
Block 21 - 500 E. 3rd Ave 0 0 0 0 0 0 0 0 0 0 0 0 0
222 E. 4th Avenue (Draeger's Market) 0 0 0 0 0 0 0 0 0 0 0 0 0 477 9th Avenue 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Approved Trips 0 0 0 0 0 0 0 0 0 0 0 0 0
Opening Year Conditions 0 0 0 0 13 0 0 0 0 0 24 0 37
Proposed Project Trips 0 0 0 0 0 9 9 0 8 9 0 0 35
Opening Year + Project Conditions 0 0 0 0 13 9 9 0 8 9 24 0 72 Cumulative No Project Conditions 0 0 0 0 42 0 0 0 0 0 76 0 118 Cumulative + Project Conditions 0 0 0 0 42 9 9 0 8 9 76 0 153 Intersection Number: 6
Traffix Node Number: 6
Intersection Name: Project Driveway and 7th Avenue
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 0 0 0 0 0 0 0 0 0 21 0 21
Approved Project Trips
31-57 S. B Street 0 0 0 0 0 0 0 0 0 0 0 0 0
435 E. 3rd Avenue 0 0 0 0 0 0 0 0 0 0 0 0 0
Block 21 - 500 E. 3rd Ave 0 0 0 0 0 0 0 0 0 0 0 0 0
222 E. 4th Avenue (Draeger's Market) 0 0 0 0 0 0 0 0 0 0 0 0 0 477 9th Avenue 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Approved Trips 0 0 0 0 0 0 0 0 0 0 0 0 0
Opening Year Conditions 0 0 0 0 0 0 0 0 0 0 21 0 21
Proposed Project Trips 3 0 4 8 0 0 0 0 0 0 0 5 20
Opening Year + Project Conditions 3 0 4 8 0 0 0 0 0 0 21 5 41 Cumulative No Project Conditions 0 0 0 0 0 0 0 0 0 0 67 0 67 Cumulative + Project Conditions 3 0 4 8 0 0 0 0 0 0 67 5 87 03/23/26
10/22/25
03/23/26
10/22/25
Hexagon Transportation Consultants, Inc.
3/25/2026
Sum_PM
616 B Street Volumes 3-23-2026
616 South B Street – Transportation Impact Analysis April 23, 2026

P a g e | 46

Appendix C
Level of Service

HCM 7th TWSC
1: South B St. & 6th Ave. 03/24/2026
Existing AM Synchro 12 Report

Page 1 ends

Intersection
Int Delay, s/veh 1.5
Movement EBL EBT EBR WBL WBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 3 4 7 1 5 5 127 3 13 88 7
Future Vol, veh/h 7 3 4 7 1 5 5 127 3 13 88 7
Conflicting Peds, #/hr0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 8 3 4 8 1 5 5 138 3 14 96 8
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All277 280 99 276 282 140 103 0 0 141 0 0 Stage 1 128 128 - 151 151 - - - - - - -
Stage 2 149 152 - 126 132 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 16.12 5.52 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 26.12 5.52 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5184.0183.3183.5184.0183.3182.218 - - 2.218 - - Pot Cap-1 Maneuver675 628 956 676 627 908 1489 - - 1442 - - Stage 1 876 790 - 852 773 - - - - - - -
Stage 2 853 771 - 878 787 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver660 619 956 660 618 908 1489 - - 1442 - - Mov Cap-2 Maneuver660 619 - 660 618 - - - - - - -
Stage 1 867 782 - 849 770 - - - - - - -
Stage 2 843 768 - 862 779 - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 10.16 10.01 0.28 0.91

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 66 - - 713 733 214 - -
HCM Lane V/C Ratio 0.004 - - 0.0210.019 0.01 - -
HCM Ctrl Dly (s/v) 7.4 0 - 10.2 10 7.5 0 -
HCM Lane LOS A A - B B A A -
HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - -
HCM 7th AWSC
2: Laurel Ave. & 6th Ave. 03/24/2026
Existing AM Synchro 12 Report

Page 2 ends

Intersection
Intersection Delay, s/veh 7.5
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 2 15 73 13 12 86
Future Vol, veh/h 2 15 73 13 12 86
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 2 16 79 14 13 93
Number of Lanes 1 0 1 0 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach LeftNB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach RightSB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh6.9 7.4 7.6

HCM LOS A A A
Lane NBLn1WBLn1SBLn1
Vol Left, % 0% 12% 12%
Vol Thru, % 85% 0% 88%
Vol Right, % 15% 88% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 86 17 98
LT Vol 0 2 12
Through Vol 73 0 86
RT Vol 13 15 0
Lane Flow Rate 93 18 107
Geometry Grp 1 1 1
Degree of Util (X) 0.103 0.019 0.12
Departure Headway (Hd) 3.955 3.769 4.06
Convergence, Y/N Yes Yes Yes
Cap 906 934 883
Service Time 1.982 1.854 2.083
HCM Lane V/C Ratio 0.103 0.019 0.121
HCM Control Delay, s/veh 7.4 6.9 7.6
HCM Lane LOS A A A
HCM 95th-tile Q 0.3 0.1 0.4
HCM 7th TWSC
3: South B St. & 7th Ave. 03/24/2026
Existing AM Synchro 12 Report

Page 3 ends

Intersection
Int Delay, s/veh 1.5
Movement EBL EBT EBR WBL WBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 0 7 4 1 7 9 124 6 5 86 5
Future Vol, veh/h 10 0 7 4 1 7 9 124 6 5 86 5
Conflicting Peds, #/hr0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 11 0 8 4 1 8 10 135 7 5 93 5
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All262 268 96 262 267 138 99 0 0 141 0 0 Stage 1 107 107 - 158 158 - - - - - - -
Stage 2 155 161 - 104 110 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 16.12 5.52 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 26.12 5.52 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5184.0183.3183.5184.0183.3182.218 - - 2.218 - - Pot Cap-1 Maneuver691 638 960 691 639 910 1494 - - 1442 - - Stage 1 898 807 - 845 767 - - - - - - -
Stage 2 847 765 - 901 804 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver676 631 960 678 631 910 1494 - - 1442 - - Mov Cap-2 Maneuver676 631 - 678 631 - - - - - - -
Stage 1 895 803 - 839 762 - - - - - - -
Stage 2 833 759 - 891 801 - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 9.79 9.63 0.48 0.39

HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 115 - - 770 791 93 - -
HCM Lane V/C Ratio 0.007 - - 0.0240.0160.004 - -
HCM Ctrl Dly (s/v) 7.4 0 - 9.8 9.6 7.5 0 -
HCM Lane LOS A A - A A A A -
HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - -
Queues
4: South B St. & 5th Avenue 03/24/2026
Existing AM Synchro 12 Report

Page 1 ends

Lane Group EBT WBT NBT SBT
Lane Group Flow (vph) 194 297 131 40
v/c Ratio 0.31 0.47 0.29 0.08
Control Delay (s/veh) 10.6 13.1 13.0 10.7
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 10.6 13.1 13.0 10.7
Queue Length 50th (ft) 26 47 18 5
Queue Length 95th (ft) 48 76 40 16
Internal Link Dist (ft) 223 203 229 207
Turn Bay Length (ft)
Base Capacity (vph) 1268 1236 1102 1235
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.15 0.24 0.12 0.03
Intersection Summary
HCM 7th Signalized Intersection Summary
4: South B St. & 5th Avenue 03/24/2026
Existing AM Synchro 12 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 106 21 22 172 8 30 40 19 1 20 7 Future Volume (veh/h) 5 106 21 22 172 8 30 40 19 1 20 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 7 156 31 32 253 12 44 59 28 1 29 10 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 139 395 76 170 429 19 235 105 46 134 173 59
Arrive On Green 0.27 0.27 0.27 0.27 0.27 0.27 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 25 1488 288 107 1617 73 490 801 351 26 1319 448 Grp Volume(v), veh/h 194 0 0 297 0 0 131 0 0 40 0 0
Grp Sat Flow(s),veh/h/ln1801 0 0 1797 0 0 1641 0 0 1794 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.8 0.0 0.0 1.5 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 2.5 0.0 0.0 4.0 0.0 0.0 2.1 0.0 0.0 0.6 0.0 0.0 Prop In Lane 0.04 0.16 0.11 0.04 0.34 0.21 0.02 0.25
Lane Grp Cap(c), veh/h 611 0 0 619 0 0 386 0 0 366 0 0
V/C Ratio(X) 0.32 0.00 0.00 0.48 0.00 0.00 0.34 0.00 0.00 0.11 0.00 0.00 Avail Cap(c_a), veh/h 1684 0 0 1677 0 0 1518 0 0 1612 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 8.5 0.0 0.0 9.0 0.0 0.0 11.5 0.0 0.0 10.9 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 0.0 0.6 0.0 0.0 0.5 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 0.0 0.0 1.1 0.0 0.0 0.6 0.0 0.0 0.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 8.8 0.0 0.0 9.6 0.0 0.0 12.0 0.0 0.0 11.0 0.0 0.0 LnGrp LOS A A B B
Approach Vol, veh/h 194 297 131 40
Approach Delay, s/veh 8.8 9.6 12.0 11.0
Approach LOS A A B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 11.2 17.0 11.2 17.0
Change Period (Y+Rc), s 7.5 9.5 7.5 9.5
Max Green Setting (Gmax), s 23.5 24.5 23.5 24.5
Max Q Clear Time (g_c+I1), s 4.1 4.5 2.6 6.0
Green Ext Time (p_c), s 0.6 1.0 0.1 1.7
Intersection Summary
HCM 7th Control Delay, s/veh 9.9
HCM 7th LOS A
HCM 7th TWSC
5: Retail Driveway & 6th Ave. 03/24/2026
Existing AM Synchro 12 Report

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Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 25 0 0 13 0 0
Future Vol, veh/h 25 0 0 13 0 0
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 27 0 0 14 0 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 27 0 41 27
Stage 1 - - - - 27 -
Stage 2 - - - - 14 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.5183.318
Pot Cap-1 Maneuver - - 1587 - 970 1048
Stage 1 - - - - 995 -
Stage 2 - - - - 1009 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver- - 1587 - 970 1048
Mov Cap-2 Maneuver- - - - 970 -
Stage 1 - - - - 995 -
Stage 2 - - - - 1009 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0 0

HCM LOS A
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) - - - 1587 -
HCM Lane V/C Ratio - - - - -
HCM Ctrl Dly (s/v) 0 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) - - - 0 -
HCM 7th TWSC
6: 7th Ave. & Residential Driveway 03/24/2026
Existing AM Synchro 12 Report

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Intersection
Int Delay, s/veh 0
Movement EBL EBT WBTWBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 17 3 0 0 0
Future Vol, veh/h 0 17 3 0 0 0
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, #- 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 18 3 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 3 0 - 0 22 3
Stage 1 - - - - 3 -
Stage 2 - - - - 18 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.5183.318
Pot Cap-1 Maneuver1619 - - - 995 1081
Stage 1 - - - - 1020 -
Stage 2 - - - - 1004 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver1619 - - - 995 1081
Mov Cap-2 Maneuver- - - - 995 -
Stage 1 - - - - 1020 -
Stage 2 - - - - 1004 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 0

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBTWBRSBLn1
Capacity (veh/h) 1619 - - - -
HCM Lane V/C Ratio - - - - -
HCM Ctrl Dly (s/v) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - -
HCM 7th TWSC
1: South B St. & 6th Ave. 03/24/2026
Existing PM Synchro 12 Report

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Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 16 1 6 2 3 10 8 138 8 6 108 2
Future Vol, veh/h 16 1 6 2 3 10 8 138 8 6 108 2
Conflicting Peds, #/hr0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 17 1 7 2 3 11 9 150 9 7 117 2
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All301 308 118 303 304 154 120 0 0 159 0 0 Stage 1 132 132 - 172 172 - - - - - - -
Stage 2 169 176 - 131 133 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 16.12 5.52 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 26.12 5.52 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5184.0183.3183.5184.0183.3182.218 - - 2.218 - - Pot Cap-1 Maneuver652 606 933 650 609 892 1468 - - 1421 - - Stage 1 872 787 - 830 757 - - - - - - -
Stage 2 833 753 - 873 787 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver633 599 933 637 602 892 1468 - - 1421 - - Mov Cap-2 Maneuver633 599 - 637 602 - - - - - - -
Stage 1 868 784 - 825 752 - - - - - - -
Stage 2 814 748 - 861 783 - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 10.42 9.74 0.39 0.39

HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 92 - - 689 776 93 - -
HCM Lane V/C Ratio 0.006 - - 0.0360.0210.005 - -
HCM Ctrl Dly (s/v) 7.5 0 - 10.4 9.7 7.5 0 -
HCM Lane LOS A A - B A A A -
HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - -
HCM 7th AWSC
2: Laurel Ave. & 6th Ave. 03/24/2026
Existing PM Synchro 12 Report

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Intersection
Intersection Delay, s/veh 7.6
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 5 8 82 13 11 108
Future Vol, veh/h 5 8 82 13 11 108
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 5 9 89 14 12 117
Number of Lanes 1 0 1 0 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach LeftNB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach RightSB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh7.2 7.5 7.8

HCM LOS A A A
Lane NBLn1WBLn1SBLn1
Vol Left, % 0% 38% 9%
Vol Thru, % 86% 0% 91%
Vol Right, % 14% 62% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 95 13 119
LT Vol 0 5 11
Through Vol 82 0 108
RT Vol 13 8 0
Lane Flow Rate 103 14 129
Geometry Grp 1 1 1
Degree of Util (X) 0.114 0.016 0.146
Departure Headway (Hd) 3.974 4.038 4.055
Convergence, Y/N Yes Yes Yes
Cap 900 870 885
Service Time 2.006 2.137 2.08
HCM Lane V/C Ratio 0.114 0.016 0.146
HCM Control Delay, s/veh 7.5 7.2 7.8
HCM Lane LOS A A A
HCM 95th-tile Q 0.4 0 0.5
HCM 7th TWSC
3: South B St. & 7th Ave. 03/24/2026
Existing PM Synchro 12 Report

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Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 1 11 5 2 16 11 131 3 5 107 5
Future Vol, veh/h 7 1 11 5 2 16 11 131 3 5 107 5
Conflicting Peds, #/hr0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 8 1 12 5 2 17 12 142 3 5 116 5
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All297 299 119 296 301 144 122 0 0 146 0 0 Stage 1 130 130 - 168 168 - - - - - - -
Stage 2 167 170 - 128 133 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 16.12 5.52 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 26.12 5.52 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5184.0183.3183.5184.0183.3182.218 - - 2.218 - - Pot Cap-1 Maneuver655 613 933 657 612 903 1466 - - 1436 - - Stage 1 874 789 - 834 759 - - - - - - -
Stage 2 835 758 - 876 787 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver632 605 933 639 604 903 1466 - - 1436 - - Mov Cap-2 Maneuver632 605 - 639 604 - - - - - - -
Stage 1 870 785 - 827 753 - - - - - - -
Stage 2 809 752 - 860 783 - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 9.77 9.66 0.57 0.32

HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 136 - - 775 797 76 - -
HCM Lane V/C Ratio 0.008 - - 0.0270.0310.004 - -
HCM Ctrl Dly (s/v) 7.5 0 - 9.8 9.7 7.5 0 -
HCM Lane LOS A A - A A A A -
HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - -
Queues
4: South B St. & 5th Avenue 03/24/2026
Existing PM Synchro 12 Report

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Lane Group EBT WBT NBT SBT
Lane Group Flow (vph) 359 213 178 78
v/c Ratio 0.49 0.33 0.34 0.15
Control Delay (s/veh) 13.0 11.6 13.7 11.6
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 13.0 11.6 13.7 11.6
Queue Length 50th (ft) 59 33 26 10
Queue Length 95th (ft) 139 84 80 40
Internal Link Dist (ft) 223 203 229 207
Turn Bay Length (ft)
Base Capacity (vph) 1189 1100 1090 1142
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.30 0.19 0.16 0.07
Intersection Summary
HCM 7th Signalized Intersection Summary
4: South B St. & 5th Avenue 03/24/2026
Existing PM Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 258 61 27 157 16 32 89 46 5 51 18 Future Volume (veh/h) 19 258 61 27 157 16 32 89 46 5 51 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 20 274 65 29 167 17 34 95 49 5 54 19 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 133 423 97 164 451 42 172 168 78 130 216 72
Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow, veh/h 45 1418 324 120 1510 141 224 1004 467 55 1286 432 Grp Volume(v), veh/h 359 0 0 213 0 0 178 0 0 78 0 0
Grp Sat Flow(s),veh/h/ln1787 0 0 1771 0 0 1695 0 0 1773 0 0 Q Serve(g_s), s 0.4 0.0 0.0 0.0 0.0 0.0 1.5 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 5.5 0.0 0.0 2.9 0.0 0.0 3.1 0.0 0.0 1.2 0.0 0.0 Prop In Lane 0.06 0.18 0.14 0.08 0.19 0.28 0.06 0.24
Lane Grp Cap(c), veh/h 653 0 0 657 0 0 419 0 0 417 0 0
V/C Ratio(X) 0.55 0.00 0.00 0.32 0.00 0.00 0.43 0.00 0.00 0.19 0.00 0.00 Avail Cap(c_a), veh/h 1481 0 0 1442 0 0 1365 0 0 1409 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 9.8 0.0 0.0 8.9 0.0 0.0 12.3 0.0 0.0 11.5 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.0 0.0 0.3 0.0 0.0 0.7 0.0 0.0 0.2 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.6 0.0 0.0 0.9 0.0 0.0 1.0 0.0 0.0 0.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 10.5 0.0 0.0 9.1 0.0 0.0 13.0 0.0 0.0 11.7 0.0 0.0 LnGrp LOS B A B B
Approach Vol, veh/h 359 213 178 78
Approach Delay, s/veh 10.5 9.1 13.0 11.7
Approach LOS B A B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 12.8 19.0 12.8 19.0
Change Period (Y+Rc), s 7.5 9.5 7.5 9.5
Max Green Setting (Gmax), s 23.5 24.5 23.5 24.5
Max Q Clear Time (g_c+I1), s 5.1 7.5 3.2 4.9
Green Ext Time (p_c), s 0.9 2.0 0.3 1.2
Intersection Summary
HCM 7th Control Delay, s/veh 10.8
HCM 7th LOS B
HCM 7th TWSC
5: Retail Driveway & 6th Ave. 03/24/2026
Existing PM Synchro 12 Report

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Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 24 0 0 13 0 0
Future Vol, veh/h 24 0 0 13 0 0
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 26 0 0 14 0 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 26 0 40 26
Stage 1 - - - - 26 -
Stage 2 - - - - 14 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.5183.318
Pot Cap-1 Maneuver - - 1588 - 971 1050
Stage 1 - - - - 996 -
Stage 2 - - - - 1009 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver- - 1588 - 971 1050
Mov Cap-2 Maneuver- - - - 971 -
Stage 1 - - - - 996 -
Stage 2 - - - - 1009 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0 0

HCM LOS A
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) - - - 1588 -
HCM Lane V/C Ratio - - - - -
HCM Ctrl Dly (s/v) 0 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) - - - 0 -
HCM 7th TWSC
6: 7th Ave. & Residential Driveway 03/24/2026
Existing PM Synchro 12 Report

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Intersection
Int Delay, s/veh 0
Movement EBL EBT WBTWBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 21 0 0 0 0
Future Vol, veh/h 0 21 0 0 0 0
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, #- 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 23 0 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1 0 - 0 24 1
Stage 1 - - - - 1 -
Stage 2 - - - - 23 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.5183.318
Pot Cap-1 Maneuver1622 - - - 992 1083
Stage 1 - - - - 1022 -
Stage 2 - - - - 1000 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver1622 - - - 992 1083
Mov Cap-2 Maneuver- - - - 992 -
Stage 1 - - - - 1022 -
Stage 2 - - - - 1000 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 0

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBTWBRSBLn1
Capacity (veh/h) 1622 - - - -
HCM Lane V/C Ratio - - - - -
HCM Ctrl Dly (s/v) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - -
HCM 7th TWSC
1: South B St. & 6th Ave. 03/24/2026
Opening Year AM Synchro 12 Report

Page 1 ends

Intersection
Int Delay, s/veh 1.4
Movement EBL EBT EBR WBL WBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 3 4 7 1 5 5 139 3 13 94 7
Future Vol, veh/h 7 3 4 7 1 5 5 139 3 13 94 7
Conflicting Peds, #/hr0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 8 3 4 8 1 5 5 151 3 14 102 8
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All297 299 106 296 302 153 110 0 0 154 0 0 Stage 1 134 134 - 164 164 - - - - - - -
Stage 2 163 165 - 132 138 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 16.12 5.52 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 26.12 5.52 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5184.0183.3183.5184.0183.3182.218 - - 2.218 - - Pot Cap-1 Maneuver656 613 948 657 611 893 1480 - - 1426 - - Stage 1 869 785 - 838 763 - - - - - - -
Stage 2 840 762 - 871 782 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver641 604 948 641 602 893 1480 - - 1426 - - Mov Cap-2 Maneuver641 604 - 641 602 - - - - - - -
Stage 1 860 777 - 835 760 - - - - - - -
Stage 2 830 758 - 855 774 - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 10.29 10.14 0.25 0.86

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 61 - - 696 715 202 - -
HCM Lane V/C Ratio 0.004 - - 0.022 0.02 0.01 - -
HCM Ctrl Dly (s/v) 7.4 0 - 10.3 10.1 7.5 0 -
HCM Lane LOS A A - B B A A -
HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - -
HCM 7th AWSC
2: Laurel Ave. & 6th Ave. 03/24/2026
Opening Year AM Synchro 12 Report

Page 2 ends

Intersection
Intersection Delay, s/veh 7.7
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 2 15 97 13 12 102
Future Vol, veh/h 2 15 97 13 12 102
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 2 16 105 14 13 111
Number of Lanes 1 0 1 0 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach LeftNB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach RightSB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh 7 7.6 7.8

HCM LOS A A A
Lane NBLn1WBLn1SBLn1
Vol Left, % 0% 12% 11%
Vol Thru, % 88% 0% 89%
Vol Right, % 12% 88% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 110 17 114
LT Vol 0 2 12
Through Vol 97 0 102
RT Vol 13 15 0
Lane Flow Rate 120 18 124
Geometry Grp 1 1 1
Degree of Util (X) 0.132 0.02 0.14
Departure Headway (Hd) 3.987 3.945 4.076
Convergence, Y/N Yes Yes Yes
Cap 897 913 879
Service Time 2.02 1.945 2.106
HCM Lane V/C Ratio 0.134 0.02 0.141
HCM Control Delay, s/veh 7.6 7 7.8
HCM Lane LOS A A A
HCM 95th-tile Q 0.5 0.1 0.5
HCM 7th TWSC
3: South B St. & 7th Ave. 03/24/2026
Opening Year AM Synchro 12 Report

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Intersection
Int Delay, s/veh 1.4
Movement EBL EBT EBR WBL WBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 0 7 4 1 7 9 136 6 5 92 5
Future Vol, veh/h 10 0 7 4 1 7 9 136 6 5 92 5
Conflicting Peds, #/hr0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 11 0 8 4 1 8 10 148 7 5 100 5
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All282 288 103 282 287 151 105 0 0 154 0 0 Stage 1 114 114 - 171 171 - - - - - - -
Stage 2 168 174 - 111 116 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 16.12 5.52 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 26.12 5.52 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5184.0183.3183.5184.0183.3182.218 - - 2.218 - - Pot Cap-1 Maneuver671 622 952 671 623 895 1486 - - 1426 - - Stage 1 891 801 - 831 757 - - - - - - -
Stage 2 834 755 - 894 799 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver656 615 952 658 616 895 1486 - - 1426 - - Mov Cap-2 Maneuver656 615 - 658 616 - - - - - - -
Stage 1 888 798 - 825 752 - - - - - - -
Stage 2 820 750 - 884 796 - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 9.9 9.74 0.44 0.37

HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 106 - - 753 773 87 - -
HCM Lane V/C Ratio 0.007 - - 0.0250.0170.004 - -
HCM Ctrl Dly (s/v) 7.4 0 - 9.9 9.7 7.5 0 -
HCM Lane LOS A A - A A A A -
HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - -
Queues
4: South B St. & 5th Avenue 03/24/2026
Opening Year AM Synchro 12 Report

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Lane Group EBT WBT NBT SBT
Lane Group Flow (vph) 255 372 141 48
v/c Ratio 0.35 0.50 0.30 0.09
Control Delay (s/veh) 10.9 13.2 14.6 10.8
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 10.9 13.2 14.6 10.8
Queue Length 50th (ft) 38 64 22 5
Queue Length 95th (ft) 64 98 49 19
Internal Link Dist (ft) 223 203 229 207
Turn Bay Length (ft)
Base Capacity (vph) 1324 1302 993 1119
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.19 0.29 0.14 0.04
Intersection Summary
HCM 7th Signalized Intersection Summary
4: South B St. & 5th Avenue 03/24/2026
Opening Year AM Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 6 142 25 22 223 8 37 40 19 1 20 12 Future Volume (veh/h) 6 142 25 22 223 8 37 40 19 1 20 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 209 37 32 328 12 54 59 28 1 29 18 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 129 470 81 153 517 18 237 101 43 123 145 88
Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 23 1520 262 80 1670 58 553 751 323 20 1082 661 Grp Volume(v), veh/h 255 0 0 372 0 0 141 0 0 48 0 0
Grp Sat Flow(s),veh/h/ln1805 0 0 1808 0 0 1628 0 0 1762 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.9 0.0 0.0 1.7 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.4 0.0 0.0 5.3 0.0 0.0 2.5 0.0 0.0 0.7 0.0 0.0 Prop In Lane 0.04 0.15 0.09 0.03 0.38 0.20 0.02 0.37
Lane Grp Cap(c), veh/h 680 0 0 687 0 0 381 0 0 356 0 0
V/C Ratio(X) 0.37 0.00 0.00 0.54 0.00 0.00 0.37 0.00 0.00 0.13 0.00 0.00 Avail Cap(c_a), veh/h 1613 0 0 1614 0 0 1337 0 0 1404 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 8.5 0.0 0.0 9.1 0.0 0.0 12.5 0.0 0.0 11.8 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 0.0 0.7 0.0 0.0 0.6 0.0 0.0 0.2 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 0.0 0.0 1.5 0.0 0.0 0.7 0.0 0.0 0.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 8.8 0.0 0.0 9.8 0.0 0.0 13.1 0.0 0.0 11.9 0.0 0.0 LnGrp LOS A A B B
Approach Vol, veh/h 255 372 141 48
Approach Delay, s/veh 8.8 9.8 13.1 11.9
Approach LOS A A B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 11.6 18.9 11.6 18.9
Change Period (Y+Rc), s 7.5 9.5 7.5 9.5
Max Green Setting (Gmax), s 22.5 25.5 22.5 25.5
Max Q Clear Time (g_c+I1), s 4.5 5.4 2.7 7.3
Green Ext Time (p_c), s 0.7 1.4 0.2 2.2
Intersection Summary
HCM 7th Control Delay, s/veh 10.2
HCM 7th LOS B
HCM 7th TWSC
5: Retail Driveway & 6th Ave. 03/24/2026
Opening Year AM Synchro 12 Report

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Intersection
Int Delay, s/veh 1.5
Movement EBL EBT EBR WBL WBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 16 1 6 2 3 10 8 145 8 6 124 2
Future Vol, veh/h 16 1 6 2 3 10 8 145 8 6 124 2
Conflicting Peds, #/hr0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 17 1 7 2 3 11 9 158 9 7 135 2
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All326 333 136 328 329 162 137 0 0 166 0 0 Stage 1 149 149 - 179 179 - - - - - - -
Stage 2 177 184 - 148 150 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 16.12 5.52 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 26.12 5.52 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5184.0183.3183.5184.0183.3182.218 - - 2.218 - - Pot Cap-1 Maneuver628 587 913 625 590 883 1447 - - 1412 - - Stage 1 854 774 - 822 751 - - - - - - -
Stage 2 825 748 - 854 773 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver609 580 913 613 583 883 1447 - - 1412 - - Mov Cap-2 Maneuver609 580 - 613 583 - - - - - - -
Stage 1 849 770 - 817 746 - - - - - - -
Stage 2 806 743 - 843 769 - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 10.62 9.84 0.37 0.34

HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 89 - - 666 760 82 - -
HCM Lane V/C Ratio 0.006 - - 0.0380.0210.005 - -
HCM Ctrl Dly (s/v) 7.5 0 - 10.6 9.8 7.6 0 -
HCM Lane LOS A A - B A A A -
HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - -
HCM 7th AWSC
2: Laurel Ave. & 6th Ave. 03/24/2026
Opening Year PM Synchro 12 Report

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Intersection
Intersection Delay, s/veh 7.6
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 5 8 82 13 11 117
Future Vol, veh/h 5 8 82 13 11 117
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 5 9 89 14 12 127
Number of Lanes 1 0 1 0 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach LeftNB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach RightSB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh7.2 7.5 7.8

HCM LOS A A A
Lane NBLn1WBLn1SBLn1
Vol Left, % 0% 38% 9%
Vol Thru, % 86% 0% 91%
Vol Right, % 14% 62% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 95 13 128
LT Vol 0 5 11
Through Vol 82 0 117
RT Vol 13 8 0
Lane Flow Rate 103 14 139
Geometry Grp 1 1 1
Degree of Util (X) 0.114 0.016 0.157
Departure Headway (Hd) 3.981 4.158 4.054
Convergence, Y/N Yes Yes Yes
Cap 898 866 885
Service Time 2.015 2.158 2.078
HCM Lane V/C Ratio 0.115 0.016 0.157
HCM Control Delay, s/veh 7.5 7.2 7.8
HCM Lane LOS A A A
HCM 95th-tile Q 0.4 0 0.6
HCM 7th TWSC
3: South B St. & 7th Ave. 03/24/2026
Opening Year PM Synchro 12 Report

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Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 1 11 5 2 16 11 138 3 5 123 5
Future Vol, veh/h 7 1 11 5 2 16 11 138 3 5 123 5
Conflicting Peds, #/hr0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 8 1 12 5 2 17 12 150 3 5 134 5
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All322 324 136 321 326 152 139 0 0 153 0 0 Stage 1 147 147 - 176 176 - - - - - - -
Stage 2 175 177 - 145 150 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 16.12 5.52 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 26.12 5.52 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5184.0183.3183.5184.0183.3182.218 - - 2.218 - - Pot Cap-1 Maneuver631 593 912 632 593 895 1444 - - 1427 - - Stage 1 855 775 - 826 754 - - - - - - -
Stage 2 827 753 - 858 773 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver608 586 912 615 585 895 1444 - - 1427 - - Mov Cap-2 Maneuver608 586 - 615 585 - - - - - - -
Stage 1 852 772 - 819 747 - - - - - - -
Stage 2 801 746 - 842 770 - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 9.93 9.76 0.54 0.28

HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 130 - - 752 781 67 - -
HCM Lane V/C Ratio 0.008 - - 0.0270.0320.004 - -
HCM Ctrl Dly (s/v) 7.5 0 - 9.9 9.8 7.5 0 -
HCM Lane LOS A A - A A A A -
HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - -
Queues
4: South B St. & 5th Avenue 03/24/2026
Opening Year PM Synchro 12 Report

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Lane Group EBT WBT NBT SBT
Lane Group Flow (vph) 446 251 182 82
v/c Ratio 0.50 0.30 0.42 0.18
Control Delay (s/veh) 12.7 10.7 16.9 13.1
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 12.7 10.7 16.9 13.1
Queue Length 50th (ft) 82 41 31 11
Queue Length 95th (ft) 183 99 94 45
Internal Link Dist (ft) 223 203 229 207
Turn Bay Length (ft)
Base Capacity (vph) 1170 1101 957 1011
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.38 0.23 0.19 0.08
Intersection Summary
HCM 7th Signalized Intersection Summary
4: South B St. & 5th Avenue 03/24/2026
Opening Year PM Synchro 12 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 27 320 72 27 193 16 36 89 46 5 51 22 Future Volume (veh/h) 27 320 72 27 193 16 36 89 46 5 51 22 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 29 340 77 29 205 17 38 95 49 5 54 23 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 129 493 107 148 544 42 165 165 76 117 204 83 Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow, veh/h 55 1418 308 96 1565 121 245 988 454 49 1220 495 Grp Volume(v), veh/h 446 0 0 251 0 0 182 0 0 82 0 0
Grp Sat Flow(s),veh/h/ln1781 0 0 1781 0 0 1687 0 0 1765 0 0 Q Serve(g_s), s 1.3 0.0 0.0 0.0 0.0 0.0 1.8 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 7.5 0.0 0.0 3.6 0.0 0.0 3.5 0.0 0.0 1.4 0.0 0.0 Prop In Lane 0.07 0.17 0.12 0.07 0.21 0.27 0.06 0.28
Lane Grp Cap(c), veh/h 728 0 0 734 0 0 406 0 0 404 0 0
V/C Ratio(X) 0.61 0.00 0.00 0.34 0.00 0.00 0.45 0.00 0.00 0.20 0.00 0.00 Avail Cap(c_a), veh/h 1444 0 0 1418 0 0 1143 0 0 1177 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 9.9 0.0 0.0 8.6 0.0 0.0 13.6 0.0 0.0 12.7 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.0 0.0 0.3 0.0 0.0 0.8 0.0 0.0 0.2 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.2 0.0 0.0 1.1 0.0 0.0 1.1 0.0 0.0 0.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 10.7 0.0 0.0 8.9 0.0 0.0 14.3 0.0 0.0 13.0 0.0 0.0 LnGrp LOS B A B B
Approach Vol, veh/h 446 251 182 82
Approach Delay, s/veh 10.7 8.9 14.3 13.0
Approach LOS B A B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 13.3 21.7 13.3 21.7
Change Period (Y+Rc), s 7.5 9.5 7.5 9.5
Max Green Setting (Gmax), s 21.5 26.5 21.5 26.5
Max Q Clear Time (g_c+I1), s 5.5 9.5 3.4 5.6
Green Ext Time (p_c), s 0.9 2.7 0.3 1.5
Intersection Summary
HCM 7th Control Delay, s/veh 11.1
HCM 7th LOS B
HCM 7th TWSC
5: Retail Driveway & 6th Ave. 03/24/2026
Opening Year PM Synchro 12 Report

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Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 3 6 7 1 5 7 148 3 13 100 12
Future Vol, veh/h 11 3 6 7 1 5 7 148 3 13 100 12
Conflicting Peds, #/hr0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 12 3 7 8 1 5 8 161 3 14 109 13
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All320 323 115 316 328 162 122 0 0 164 0 0 Stage 1 143 143 - 178 178 - - - - - - -
Stage 2 177 179 - 139 150 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 16.12 5.52 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 26.12 5.52 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5184.0183.3183.5184.0183.3182.218 - - 2.218 - - Pot Cap-1 Maneuver633 595 937 636 591 882 1466 - - 1414 - - Stage 1 859 778 - 824 752 - - - - - - -
Stage 2 825 751 - 864 773 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver617 585 937 618 581 882 1466 - - 1414 - - Mov Cap-2 Maneuver617 585 - 618 581 - - - - - - -
Stage 1 850 770 - 819 748 - - - - - - -
Stage 2 814 747 - 846 765 - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 10.46 10.29 0.33 0.79

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 79 - - 681 695 183 - -
HCM Lane V/C Ratio 0.005 - - 0.032 0.02 0.01 - -
HCM Ctrl Dly (s/v) 7.5 0 - 10.5 10.3 7.6 0 -
HCM Lane LOS A A - B B A A -
HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - -
HCM 7th AWSC
2: Laurel Ave. & 6th Ave. 03/25/2026
Opening Year + Proj AM Synchro 12 Report

Page 2 ends

Intersection
Intersection Delay, s/veh 7.7
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 5 18 101 17 15 104
Future Vol, veh/h 5 18 101 17 15 104
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 5 20 110 18 16 113
Number of Lanes 1 0 1 0 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach LeftNB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach RightSB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh7.2 7.7 7.8

HCM LOS A A A
Lane NBLn1WBLn1SBLn1
Vol Left, % 0% 22% 13%
Vol Thru, % 86% 0% 87%
Vol Right, % 14% 78% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 118 23 119
LT Vol 0 5 15
Through Vol 101 0 104
RT Vol 17 18 0
Lane Flow Rate 128 25 129
Geometry Grp 1 1 1
Degree of Util (X) 0.142 0.028 0.147
Departure Headway (Hd) 3.988 4.056 4.099
Convergence, Y/N Yes Yes Yes
Cap 895 888 873
Service Time 2.027 2.056 2.134
HCM Lane V/C Ratio 0.143 0.028 0.148
HCM Control Delay, s/veh 7.7 7.2 7.8
HCM Lane LOS A A A
HCM 95th-tile Q 0.5 0.1 0.5
HCM 7th TWSC
3: South B St. & 7th Ave. 03/25/2026
Opening Year + Proj AM Synchro 12 Report

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Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 19 0 9 4 1 7 10 138 6 5 94 11
Future Vol, veh/h 19 0 9 4 1 7 10 138 6 5 94 11
Conflicting Peds, #/hr0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 21 0 10 4 1 8 11 150 7 5 102 12
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All291 297 108 288 300 153 114 0 0 157 0 0 Stage 1 119 119 - 175 175 - - - - - - -
Stage 2 172 178 - 113 125 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 16.12 5.52 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 26.12 5.52 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5184.0183.3183.5184.0183.3182.218 - - 2.218 - - Pot Cap-1 Maneuver661 615 946 664 612 893 1475 - - 1423 - - Stage 1 885 797 - 827 754 - - - - - - -
Stage 2 830 752 - 892 792 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver646 607 946 649 605 893 1475 - - 1423 - - Mov Cap-2 Maneuver646 607 - 649 605 - - - - - - -
Stage 1 882 794 - 820 748 - - - - - - -
Stage 2 815 746 - 879 789 - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 10.22 9.78 0.48 0.34

HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 116 - - 719 767 80 - -
HCM Lane V/C Ratio 0.007 - - 0.0420.0170.004 - -
HCM Ctrl Dly (s/v) 7.5 0 - 10.2 9.8 7.5 0 -
HCM Lane LOS A A - B A A A -
HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - -
Queues
4: South B St. & 5th Avenue 03/24/2026
Opening Year + Proj AM Synchro 12 Report

Page 1 ends

Lane Group EBT WBT NBT SBT
Lane Group Flow (vph) 255 372 161 66
v/c Ratio 0.35 0.50 0.33 0.12
Control Delay (s/veh) 11.2 13.6 15.1 11.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 11.2 13.6 15.1 11.5
Queue Length 50th (ft) 39 67 27 9
Queue Length 95th (ft) 66 102 56 25
Internal Link Dist (ft) 223 203 229 207
Turn Bay Length (ft)
Base Capacity (vph) 1210 1189 991 1122
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.21 0.31 0.16 0.06
Intersection Summary
HCM 7th Signalized Intersection Summary
4: South B St. & 5th Avenue 03/24/2026
Opening Year + Proj AM Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 6 142 25 22 223 8 37 54 19 1 32 12 Future Volume (veh/h) 6 142 25 22 223 8 37 54 19 1 32 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 209 37 32 328 12 54 79 28 1 47 18 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 126 466 80 149 511 18 222 140 44 118 197 74
Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.15 0.15 0.15 0.15 0.15 0.15 Sat Flow, veh/h 23 1520 262 80 1670 58 450 913 287 12 1283 486 Grp Volume(v), veh/h 255 0 0 372 0 0 161 0 0 66 0 0
Grp Sat Flow(s),veh/h/ln1805 0 0 1808 0 0 1651 0 0 1782 0 0 Q Serve(g_s), s 0.0 0.0 0.0 1.0 0.0 0.0 1.8 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.5 0.0 0.0 5.5 0.0 0.0 2.8 0.0 0.0 1.0 0.0 0.0 Prop In Lane 0.04 0.15 0.09 0.03 0.34 0.17 0.02 0.27
Lane Grp Cap(c), veh/h 671 0 0 678 0 0 406 0 0 389 0 0
V/C Ratio(X) 0.38 0.00 0.00 0.55 0.00 0.00 0.40 0.00 0.00 0.17 0.00 0.00 Avail Cap(c_a), veh/h 1566 0 0 1567 0 0 1308 0 0 1385 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 8.8 0.0 0.0 9.5 0.0 0.0 12.4 0.0 0.0 11.7 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.7 0.0 0.0 0.6 0.0 0.0 0.2 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.0 0.0 0.0 1.6 0.0 0.0 0.9 0.0 0.0 0.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 9.2 0.0 0.0 10.2 0.0 0.0 13.1 0.0 0.0 11.9 0.0 0.0 LnGrp LOS A B B B
Approach Vol, veh/h 255 372 161 66
Approach Delay, s/veh 9.2 10.2 13.1 11.9
Approach LOS A B B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 12.3 19.1 12.3 19.1
Change Period (Y+Rc), s 7.5 9.5 7.5 9.5
Max Green Setting (Gmax), s 22.5 25.5 22.5 25.5
Max Q Clear Time (g_c+I1), s 4.8 5.5 3.0 7.5
Green Ext Time (p_c), s 0.8 1.4 0.2 2.2
Intersection Summary
HCM 7th Control Delay, s/veh 10.5
HCM 7th LOS B
HCM 7th TWSC
5: Retail Driveway & 6th Ave. 03/25/2026
Opening Year + Proj AM Synchro 12 Report

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Intersection
Int Delay, s/veh 2.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 25 7 7 13 6 6
Future Vol, veh/h 25 7 7 13 6 6
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 27 8 8 14 7 7
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 35 0 60 31
Stage 1 - - - - 31 -
Stage 2 - - - - 29 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.5183.318
Pot Cap-1 Maneuver - - 1577 - 946 1043
Stage 1 - - - - 992 -
Stage 2 - - - - 993 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver- - 1577 - 942 1043
Mov Cap-2 Maneuver- - - - 942 -
Stage 1 - - - - 987 -
Stage 2 - - - - 993 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 2.55 8.69

HCM LOS A
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 990 - - 630 -
HCM Lane V/C Ratio 0.013 - - 0.005 -
HCM Ctrl Dly (s/v) 8.7 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0 - - 0 -
HCM 7th TWSC
6: 7th Ave. & Residential Driveway 03/25/2026
Opening Year + Proj AM Synchro 12 Report

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Intersection
Int Delay, s/veh 3.8
Movement EBL EBT WBTWBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 5 17 3 7 11 7
Future Vol, veh/h 5 17 3 7 11 7
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, #- 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 5 18 3 8 12 8
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 11 0 - 0 36 7
Stage 1 - - - - 7 -
Stage 2 - - - - 29 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.5183.318
Pot Cap-1 Maneuver1608 - - - 976 1075
Stage 1 - - - - 1016 -
Stage 2 - - - - 993 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver1608 - - - 973 1075
Mov Cap-2 Maneuver- - - - 973 -
Stage 1 - - - - 1013 -
Stage 2 - - - - 993 -
Approach EB WB SB
HCM Ctrl Dly, s/v 1.65 0 8.63

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBTWBRSBLn1
Capacity (veh/h) 409 - - - 1010
HCM Lane V/C Ratio 0.003 - - - 0.019
HCM Ctrl Dly (s/v) 7.2 0 - - 8.6
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.1
HCM 7th TWSC
1: South B St. & 6th Ave. 03/25/2026
Opening Year + Proj PM Synchro 12 Report

Page 1 ends

Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 22 1 9 2 3 10 11 148 8 6 131 8
Future Vol, veh/h 22 1 9 2 3 10 11 148 8 6 131 8
Conflicting Peds, #/hr0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 24 1 10 2 3 11 12 161 9 7 142 9
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All346 353 147 345 353 165 151 0 0 170 0 0 Stage 1 160 160 - 189 189 - - - - - - -
Stage 2 186 193 - 156 164 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 16.12 5.52 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 26.12 5.52 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5184.0183.3183.5184.0183.3182.218 - - 2.218 - - Pot Cap-1 Maneuver608 572 900 609 572 879 1430 - - 1408 - - Stage 1 842 766 - 813 744 - - - - - - -
Stage 2 815 740 - 846 762 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver589 564 900 593 564 879 1430 - - 1408 - - Mov Cap-2 Maneuver589 564 - 593 564 - - - - - - -
Stage 1 838 762 - 805 737 - - - - - - -
Stage 2 794 734 - 832 759 - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 10.84 9.92 0.5 0.31

HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 117 - - 651 747 74 - -
HCM Lane V/C Ratio 0.008 - - 0.0530.0220.005 - -
HCM Ctrl Dly (s/v) 7.5 0 - 10.8 9.9 7.6 0 -
HCM Lane LOS A A - B A A A -
HCM 95th %tile Q(veh) 0 - - 0.2 0.1 0 - -
HCM 7th AWSC
2: Laurel Ave. & 6th Ave. 03/25/2026
Opening Year + Proj PM Synchro 12 Report

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Intersection
Intersection Delay, s/veh 7.7
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 9 12 83 18 15 120
Future Vol, veh/h 9 12 83 18 15 120
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 10 13 90 20 16 130
Number of Lanes 1 0 1 0 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach LeftNB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach RightSB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh7.3 7.6 7.9

HCM LOS A A A
Lane NBLn1WBLn1SBLn1
Vol Left, % 0% 43% 11%
Vol Thru, % 82% 0% 89%
Vol Right, % 18% 57% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 101 21 135
LT Vol 0 9 15
Through Vol 83 0 120
RT Vol 18 12 0
Lane Flow Rate 110 23 147
Geometry Grp 1 1 1
Degree of Util (X) 0.121 0.027 0.166
Departure Headway (Hd) 3.976 4.223 4.078
Convergence, Y/N Yes Yes Yes
Cap 897 853 878
Service Time 2.02 2.223 2.112
HCM Lane V/C Ratio 0.123 0.027 0.167
HCM Control Delay, s/veh 7.6 7.3 7.9
HCM Lane LOS A A A
HCM 95th-tile Q 0.4 0.1 0.6
HCM 7th TWSC
3: South B St. & 7th Ave. 03/25/2026
Opening Year + Proj PM Synchro 12 Report

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Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 1 12 5 2 16 12 141 3 5 126 12
Future Vol, veh/h 10 1 12 5 2 16 12 141 3 5 126 12
Conflicting Peds, #/hr0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 11 1 13 5 2 17 13 153 3 5 137 13
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All335 337 143 329 342 155 150 0 0 157 0 0 Stage 1 154 154 - 181 181 - - - - - - -
Stage 2 180 183 - 148 161 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 16.12 5.52 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 26.12 5.52 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5184.0183.3183.5184.0183.3182.218 - - 2.218 - - Pot Cap-1 Maneuver619 584 904 624 580 891 1431 - - 1423 - - Stage 1 848 770 - 821 750 - - - - - - -
Stage 2 821 749 - 854 765 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver596 576 904 605 572 891 1431 - - 1423 - - Mov Cap-2 Maneuver596 576 - 605 572 - - - - - - -
Stage 1 844 767 - 813 742 - - - - - - -
Stage 2 795 741 - 837 762 - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 10.15 9.81 0.58 0.26

HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 138 - - 723 774 62 - -
HCM Lane V/C Ratio 0.009 - - 0.0350.0320.004 - -
HCM Ctrl Dly (s/v) 7.5 0 - 10.2 9.8 7.5 0 -
HCM Lane LOS A A - B A A A -
HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - -
Queues
4: South B St. & 5th Avenue 03/24/2026
Opening Year + Proj PM Synchro 12 Report

Page 1 ends

Lane Group EBT WBT NBT SBT
Lane Group Flow (vph) 446 251 194 98
v/c Ratio 0.50 0.30 0.44 0.22
Control Delay (s/veh) 12.9 11.0 17.3 13.7
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 12.9 11.0 17.3 13.7
Queue Length 50th (ft) 83 42 34 15
Queue Length 95th (ft) 187 101 101 53
Internal Link Dist (ft) 223 203 229 207
Turn Bay Length (ft)
Base Capacity (vph) 1162 1094 952 1015
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.38 0.23 0.20 0.10
Intersection Summary
HCM 7th Signalized Intersection Summary
4: South B St. & 5th Avenue 03/24/2026
Opening Year + Proj PM Synchro 12 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 27 320 72 27 193 16 36 101 46 5 66 22 Future Volume (veh/h) 27 320 72 27 193 16 36 101 46 5 66 22 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 29 340 77 29 205 17 38 107 49 5 70 23 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 127 490 106 146 541 42 160 184 76 113 233 74 Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 55 1418 307 96 1565 121 224 1044 428 40 1322 417 Grp Volume(v), veh/h 446 0 0 251 0 0 194 0 0 98 0 0
Grp Sat Flow(s),veh/h/ln1781 0 0 1782 0 0 1696 0 0 1779 0 0 Q Serve(g_s), s 1.3 0.0 0.0 0.0 0.0 0.0 1.8 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 7.7 0.0 0.0 3.7 0.0 0.0 3.7 0.0 0.0 1.7 0.0 0.0 Prop In Lane 0.07 0.17 0.12 0.07 0.20 0.25 0.05 0.23
Lane Grp Cap(c), veh/h 724 0 0 729 0 0 420 0 0 420 0 0
V/C Ratio(X) 0.62 0.00 0.00 0.34 0.00 0.00 0.46 0.00 0.00 0.23 0.00 0.00 Avail Cap(c_a), veh/h 1421 0 0 1396 0 0 1128 0 0 1169 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh10.1 0.0 0.0 8.8 0.0 0.0 13.6 0.0 0.0 12.8 0.0 0.0 Incr Delay (d2), s/veh 0.9 0.0 0.0 0.3 0.0 0.0 0.8 0.0 0.0 0.3 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.3 0.0 0.0 1.1 0.0 0.0 1.2 0.0 0.0 0.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 11.0 0.0 0.0 9.1 0.0 0.0 14.4 0.0 0.0 13.0 0.0 0.0 LnGrp LOS B A B B
Approach Vol, veh/h 446 251 194 98
Approach Delay, s/veh 11.0 9.1 14.4 13.0
Approach LOS B A B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 13.8 21.8 13.8 21.8
Change Period (Y+Rc), s 7.5 9.5 7.5 9.5
Max Green Setting (Gmax), s 21.5 26.5 21.5 26.5
Max Q Clear Time (g_c+I1), s 5.7 9.7 3.7 5.7
Green Ext Time (p_c), s 0.9 2.7 0.4 1.5
Intersection Summary
HCM 7th Control Delay, s/veh 11.4
HCM 7th LOS B
HCM 7th TWSC
5: Retail Driveway & 6th Ave. 03/25/2026
Opening Year + Proj PM Synchro 12 Report

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Intersection
Int Delay, s/veh 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 24 9 9 13 8 9
Future Vol, veh/h 24 9 9 13 8 9
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 26 10 10 14 9 10
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 36 0 65 31
Stage 1 - - - - 31 -
Stage 2 - - - - 34 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.5183.318
Pot Cap-1 Maneuver - - 1575 - 941 1043
Stage 1 - - - - 992 -
Stage 2 - - - - 989 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver- - 1575 - 935 1043
Mov Cap-2 Maneuver- - - - 935 -
Stage 1 - - - - 985 -
Stage 2 - - - - 989 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 2.99 8.71

HCM LOS A
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 989 - - 736 -
HCM Lane V/C Ratio 0.019 - - 0.006 -
HCM Ctrl Dly (s/v) 8.7 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
HCM 7th TWSC
6: 7th Ave. & Residential Driveway 03/25/2026
Opening Year + Proj PM Synchro 12 Report

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Intersection
Int Delay, s/veh 2.3
Movement EBL EBT WBTWBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 5 21 0 8 4 3
Future Vol, veh/h 5 21 0 8 4 3
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, #- 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 5 23 0 9 4 3
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 9 0 - 0 38 4
Stage 1 - - - - 4 -
Stage 2 - - - - 34 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.5183.318
Pot Cap-1 Maneuver1611 - - - 974 1079
Stage 1 - - - - 1019 -
Stage 2 - - - - 989 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver1611 - - - 971 1079
Mov Cap-2 Maneuver- - - - 971 -
Stage 1 - - - - 1015 -
Stage 2 - - - - 989 -
Approach EB WB SB
HCM Ctrl Dly, s/v 1.39 0 8.58

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBTWBRSBLn1
Capacity (veh/h) 346 - - - 1014
HCM Lane V/C Ratio 0.003 - - - 0.008
HCM Ctrl Dly (s/v) 7.2 0 - - 8.6
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0
HCM 7th TWSC
1: South B St. & 6th Ave. 03/24/2026
Cumulative AM Synchro 12 Report

Page 1 ends

Intersection
Int Delay, s/veh 2.5
Movement EBL EBT EBR WBL WBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 25 11 14 25 4 18 18 445 11 46 308 25 Future Vol, veh/h 25 11 14 25 4 18 18 445 11 46 308 25
Conflicting Peds, #/hr0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 25 11 14 25 4 18 18 445 11 46 308 25
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All896 905 321 892 912 451 333 0 0 456 0 0 Stage 1 413 413 - 487 487 - - - - - - -
Stage 2 483 492 - 406 425 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 16.12 5.52 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 26.12 5.52 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5184.0183.3183.5184.0183.3182.218 - - 2.218 - - Pot Cap-1 Maneuver261 277 720 263 274 609 1226 - - 1105 - - Stage 1 617 594 - 562 551 - - - - - - -
Stage 2 565 548 - 622 586 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver232 257 720 230 255 609 1226 - - 1105 - - Mov Cap-2 Maneuver232 257 - 230 255 - - - - - - -
Stage 1 585 563 - 551 540 - - - - - - -
Stage 2 533 537 - 567 556 - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 19.71 18.93 0.3 1.02

HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 68 - - 294 305 215 - -
HCM Lane V/C Ratio 0.015 - - 0.170.1540.042 - -
HCM Ctrl Dly (s/v) 8 0 - 19.7 18.9 8.4 0 -
HCM Lane LOS A A - C C A A -
HCM 95th %tile Q(veh) 0 - - 0.6 0.5 0.1 - -
HCM 7th AWSC
2: Laurel Ave. & 6th Ave. 03/24/2026
Cumulative AM Synchro 12 Report

Page 2 ends

Intersection
Intersection Delay, s/veh10.1
Intersection LOS B
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 7 53 256 46 42 301
Future Vol, veh/h 7 53 256 46 42 301
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 7 53 256 46 42 301
Number of Lanes 1 0 1 0 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach LeftNB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach RightSB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh8.3 9.8 10.6

HCM LOS A A B
Lane NBLn1WBLn1SBLn1
Vol Left, % 0% 12% 12%
Vol Thru, % 85% 0% 88%
Vol Right, % 15% 88% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 302 60 343
LT Vol 0 7 42
Through Vol 256 0 301
RT Vol 46 53 0
Lane Flow Rate 302 60 343
Geometry Grp 1 1 1
Degree of Util (X) 0.364 0.08 0.42
Departure Headway (Hd) 4.344 4.811 4.412
Convergence, Y/N Yes Yes Yes
Cap 830 743 816
Service Time 2.364 2.848 2.432
HCM Lane V/C Ratio 0.364 0.081 0.42
HCM Control Delay, s/veh 9.8 8.3 10.6
HCM Lane LOS A A B
HCM 95th-tile Q 1.7 0.3 2.1
HCM 7th TWSC
3: South B St. & 7th Ave. 03/24/2026
Cumulative AM Synchro 12 Report

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Intersection
Int Delay, s/veh 2.3
Movement EBL EBT EBR WBL WBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 35 0 25 14 4 25 32 434 21 18 301 18
Future Vol, veh/h 35 0 25 14 4 25 32 434 21 18 301 18
Conflicting Peds, #/hr0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 35 0 25 14 4 25 32 434 21 18 301 18
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All846 865 310 846 864 445 319 0 0 455 0 0 Stage 1 346 346 - 509 509 - - - - - - -
Stage 2 500 519 - 337 355 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 16.12 5.52 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 26.12 5.52 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5184.0183.3183.5184.0183.3182.218 - - 2.218 - - Pot Cap-1 Maneuver282 292 730 282 292 614 1241 - - 1106 - - Stage 1 670 635 - 547 538 - - - - - - -
Stage 2 553 533 - 677 630 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver253 276 730 258 277 614 1241 - - 1106 - - Mov Cap-2 Maneuver253 276 - 258 277 - - - - - - -
Stage 1 656 623 - 528 520 - - - - - - -
Stage 2 508 514 - 641 617 - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 17.52 15.29 0.52 0.44

HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 117 - - 347 393 95 - -
HCM Lane V/C Ratio 0.026 - - 0.1730.1090.016 - -
HCM Ctrl Dly (s/v) 8 0 - 17.5 15.3 8.3 0 -
HCM Lane LOS A A - C C A A -
HCM 95th %tile Q(veh) 0.1 - - 0.6 0.4 0 - -
Queues
4: South B St. & 5th Avenue 03/24/2026
Cumulative AM Synchro 12 Report

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Lane Group EBT WBT NBT SBT
Lane Group Flow (vph) 431 504 533 277
v/c Ratio 0.67 0.88 0.88 0.40
Control Delay (s/veh) 23.9 39.5 38.1 17.1
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 23.9 39.5 38.1 17.1
Queue Length 50th (ft) 156 213 220 85
Queue Length 95th (ft) 255 #391 #402 146
Internal Link Dist (ft) 223 203 229 207
Turn Bay Length (ft)
Base Capacity (vph) 735 657 698 802
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.59 0.77 0.76 0.35
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

HCM 7th Signalized Intersection Summary
4: South B St. & 5th Avenue 03/24/2026
Cumulative AM Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 26 323 82 78 418 8 105 385 43 1 229 47 Future Volume (veh/h) 26 323 82 78 418 8 105 385 43 1 229 47 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 26 323 82 78 418 8 105 385 43 1 229 47 Peak Hour 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 83 483 118 135 517 9 168 475 50 62 551 113
Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.37 0.37 0.37 0.37 0.37 0.37 Sat Flow, veh/h 53 1397 341 187 1494 27 259 1298 137 1 1505 308 Grp Volume(v), veh/h 431 0 0 504 0 0 533 0 0 277 0 0
Grp Sat Flow(s),veh/h/ln1790 0 0 1708 0 0 1694 0 0 1814 0 0 Q Serve(g_s), s 0.0 0.0 0.0 3.8 0.0 0.0 10.2 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 12.1 0.0 0.0 15.9 0.0 0.0 16.9 0.0 0.0 6.7 0.0 0.0 Prop In Lane 0.06 0.19 0.15 0.02 0.20 0.08 0.00 0.17
Lane Grp Cap(c), veh/h 684 0 0 661 0 0 693 0 0 725 0 0
V/C Ratio(X) 0.63 0.00 0.00 0.76 0.00 0.00 0.77 0.00 0.00 0.38 0.00 0.00 Avail Cap(c_a), veh/h 919 0 0 886 0 0 911 0 0 968 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh16.6 0.0 0.0 17.6 0.0 0.0 17.0 0.0 0.0 14.0 0.0 0.0 Incr Delay (d2), s/veh 1.0 0.0 0.0 2.8 0.0 0.0 2.9 0.0 0.0 0.3 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.6 0.0 0.0 6.0 0.0 0.0 6.3 0.0 0.0 2.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 17.5 0.0 0.0 20.4 0.0 0.0 19.9 0.0 0.0 14.3 0.0 0.0 LnGrp LOS B C B B
Approach Vol, veh/h 431 504 533 277
Approach Delay, s/veh 17.5 20.4 19.9 14.3
Approach LOS B C B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 29.1 29.9 29.1 29.9
Change Period (Y+Rc), s 7.5 9.5 7.5 9.5
Max Green Setting (Gmax), s 29.5 28.5 29.5 28.5
Max Q Clear Time (g_c+I1), s 18.9 14.1 8.7 17.9
Green Ext Time (p_c), s 2.7 2.4 1.6 2.5
Intersection Summary
HCM 7th Control Delay, s/veh 18.6
HCM 7th LOS B
HCM 7th TWSC
5: Retail Driveway & 6th Ave. 03/24/2026
Cumulative AM Synchro 12 Report

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Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 88 0 0 46 0 0
Future Vol, veh/h 88 0 0 46 0 0
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 88 0 0 46 0 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 88 0 134 88
Stage 1 - - - - 88 -
Stage 2 - - - - 46 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.5183.318
Pot Cap-1 Maneuver - - 1508 - 860 970
Stage 1 - - - - 935 -
Stage 2 - - - - 976 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver- - 1508 - 860 970
Mov Cap-2 Maneuver- - - - 860 -
Stage 1 - - - - 935 -
Stage 2 - - - - 976 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0 0

HCM LOS A
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) - - - 1508 -
HCM Lane V/C Ratio - - - - -
HCM Ctrl Dly (s/v) 0 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) - - - 0 -
HCM 7th TWSC
6: 7th Ave. & Residential Driveway 03/24/2026
Cumulative AM Synchro 12 Report

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Intersection
Int Delay, s/veh 0
Movement EBL EBT WBTWBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 60 11 0 0 0
Future Vol, veh/h 0 60 11 0 0 0
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, #- 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 60 11 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 11 0 - 0 71 11
Stage 1 - - - - 11 -
Stage 2 - - - - 60 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.5183.318
Pot Cap-1 Maneuver1608 - - - 933 1070
Stage 1 - - - - 1012 -
Stage 2 - - - - 963 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver1608 - - - 933 1070
Mov Cap-2 Maneuver- - - - 933 -
Stage 1 - - - - 1012 -
Stage 2 - - - - 963 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 0

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBTWBRSBLn1
Capacity (veh/h) 1608 - - - -
HCM Lane V/C Ratio - - - - -
HCM Ctrl Dly (s/v) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - -
HCM 7th TWSC
1: South B St. & 6th Ave. 03/24/2026
Cumulative PM Synchro 12 Report

Page 1 ends

Intersection
Int Delay, s/veh 2.8
Movement EBL EBT EBR WBL WBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 51 4 19 7 10 32 26 437 26 19 342 7
Future Vol, veh/h 51 4 19 7 10 32 26 437 26 19 342 7
Conflicting Peds, #/hr0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 51 4 19 7 10 32 26 437 26 19 342 7
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All878 899 346 884 889 450 349 0 0 463 0 0 Stage 1 384 384 - 502 502 - - - - - - -
Stage 2 494 515 - 382 387 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 16.12 5.52 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 26.12 5.52 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5184.0183.3183.5184.0183.3182.218 - - 2.218 - - Pot Cap-1 Maneuver269 279 697 266 282 609 1210 - - 1098 - - Stage 1 639 612 - 552 542 - - - - - - -
Stage 2 557 535 - 640 610 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver233 265 697 242 268 609 1210 - - 1098 - - Mov Cap-2 Maneuver233 265 - 242 268 - - - - - - -
Stage 1 626 599 - 535 526 - - - - - - -
Stage 2 503 519 - 606 596 - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 22.12 14.89 0.43 0.43

HCM LOS C B
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 95 - - 284 413 93 - -
HCM Lane V/C Ratio 0.021 - - 0.2610.1190.017 - -
HCM Ctrl Dly (s/v) 8 0 - 22.1 14.9 8.3 0 -
HCM Lane LOS A A - C B A A -
HCM 95th %tile Q(veh) 0.1 - - 1 0.4 0.1 - -
HCM 7th AWSC
2: Laurel Ave. & 6th Ave. 03/24/2026
Cumulative PM Synchro 12 Report

Page 2 ends

Intersection
Intersection Delay, s/veh10.3
Intersection LOS B
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 16 26 260 42 35 342
Future Vol, veh/h 16 26 260 42 35 342
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 16 26 260 42 35 342
Number of Lanes 1 0 1 0 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach LeftNB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach RightSB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh8.4 9.8 11

HCM LOS A A B
Lane NBLn1WBLn1SBLn1
Vol Left, % 0% 38% 9%
Vol Thru, % 86% 0% 91%
Vol Right, % 14% 62% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 302 42 377
LT Vol 0 16 35
Through Vol 260 0 342
RT Vol 42 26 0
Lane Flow Rate 302 42 377
Geometry Grp 1 1 1
Degree of Util (X) 0.364 0.059 0.457
Departure Headway (Hd) 4.34 5.087 4.363
Convergence, Y/N Yes Yes Yes
Cap 830 703 826
Service Time 2.359 3.125 2.381
HCM Lane V/C Ratio 0.364 0.06 0.456
HCM Control Delay, s/veh 9.8 8.4 11
HCM Lane LOS A A B
HCM 95th-tile Q 1.7 0.2 2.4
HCM 7th TWSC
3: South B St. & 7th Ave. 03/24/2026
Cumulative PM Synchro 12 Report

Page 3 ends

Intersection
Int Delay, s/veh 2.6
Movement EBL EBT EBR WBL WBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 23 4 35 16 7 51 35 414 10 16 339 16
Future Vol, veh/h 23 4 35 16 7 51 35 414 10 16 339 16
Conflicting Peds, #/hr0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 23 4 35 16 7 51 35 414 10 16 339 16
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All867 873 347 862 876 419 355 0 0 424 0 0 Stage 1 379 379 - 489 489 - - - - - - -
Stage 2 488 494 - 373 387 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 16.12 5.52 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 26.12 5.52 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5184.0183.3183.5184.0183.3182.218 - - 2.218 - - Pot Cap-1 Maneuver273 289 696 275 287 634 1204 - - 1135 - - Stage 1 643 615 - 561 549 - - - - - - -
Stage 2 562 546 - 648 610 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver232 273 696 244 272 634 1204 - - 1135 - - Mov Cap-2 Maneuver232 273 - 244 272 - - - - - - -
Stage 1 632 604 - 539 528 - - - - - - -
Stage 2 490 526 - 600 599 - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 16.4 15.09 0.62 0.35

HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 137 - - 378 431 77 - -
HCM Lane V/C Ratio 0.029 - - 0.1640.1720.014 - -
HCM Ctrl Dly (s/v) 8.1 0 - 16.4 15.1 8.2 0 -
HCM Lane LOS A A - C C A A -
HCM 95th %tile Q(veh) 0.1 - - 0.6 0.6 0 - -
Queues
4: South B St. & 5th Avenue 03/24/2026
Cumulative PM Synchro 12 Report

Page 1 ends

Lane Group EBT WBT NBT SBT
Lane Group Flow (vph) 641 420 529 428
v/c Ratio 0.92 0.84 0.92 0.60
Control Delay (s/veh) 45.0 40.5 47.5 24.1
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 45.0 40.5 47.5 24.1
Queue Length 50th (ft) 335 212 270 181
Queue Length 95th (ft) #562 #388 #473 278
Internal Link Dist (ft) 223 203 229 207
Turn Bay Length (ft)
Base Capacity (vph) 756 544 649 804
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.85 0.77 0.82 0.53
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

HCM 7th Signalized Intersection Summary
4: South B St. & 5th Avenue 03/24/2026
Cumulative PM Synchro 12 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 48 457 136 87 317 16 88 351 90 5 351 72 Future Volume (veh/h) 48 457 136 87 317 16 88 351 90 5 351 72 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 48 457 136 87 317 16 88 351 90 5 351 72 Peak Hour 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 84 524 150 133 435 20 130 418 101 50 558 113 Arrive On Green 0.41 0.41 0.41 0.41 0.41 0.41 0.37 0.37 0.37 0.37 0.37 0.37 Sat Flow, veh/h 82 1288 369 186 1068 50 204 1127 273 6 1506 306 Grp Volume(v), veh/h 641 0 0 420 0 0 529 0 0 428 0 0
Grp Sat Flow(s),veh/h/ln1739 0 0 1304 0 0 1603 0 0 1817 0 0 Q Serve(g_s), s 5.3 0.0 0.0 0.0 0.0 0.0 8.7 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 26.3 0.0 0.0 21.1 0.0 0.0 23.6 0.0 0.0 14.9 0.0 0.0 Prop In Lane 0.07 0.21 0.21 0.04 0.17 0.17 0.01 0.17
Lane Grp Cap(c), veh/h 759 0 0 588 0 0 649 0 0 721 0 0
V/C Ratio(X) 0.84 0.00 0.00 0.71 0.00 0.00 0.81 0.00 0.00 0.59 0.00 0.00 Avail Cap(c_a), veh/h 877 0 0 690 0 0 816 0 0 912 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh21.1 0.0 0.0 18.5 0.0 0.0 22.3 0.0 0.0 19.8 0.0 0.0 Incr Delay (d2), s/veh 6.8 0.0 0.0 2.9 0.0 0.0 5.1 0.0 0.0 0.8 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln11.2 0.0 0.0 6.2 0.0 0.0 9.2 0.0 0.0 6.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 27.9 0.0 0.0 21.4 0.0 0.0 27.4 0.0 0.0 20.6 0.0 0.0 LnGrp LOS C C C C
Approach Vol, veh/h 641 420 529 428
Approach Delay, s/veh 27.9 21.4 27.4 20.6
Approach LOS C C C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 35.9 40.7 35.9 40.7
Change Period (Y+Rc), s 7.5 9.5 7.5 9.5
Max Green Setting (Gmax), s 36.5 36.5 36.5 36.5
Max Q Clear Time (g_c+I1), s 25.6 28.3 16.9 23.1
Green Ext Time (p_c), s 2.8 2.8 2.7 2.4
Intersection Summary
HCM 7th Control Delay, s/veh 24.9
HCM 7th LOS C
HCM 7th TWSC
5: Retail Driveway & 6th Ave. 03/24/2026
Cumulative PM Synchro 12 Report

Page 5 ends

Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 76 0 0 42 0 0
Future Vol, veh/h 76 0 0 42 0 0
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 76 0 0 42 0 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 76 0 118 76
Stage 1 - - - - 76 -
Stage 2 - - - - 42 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.5183.318
Pot Cap-1 Maneuver - - 1523 - 878 985
Stage 1 - - - - 947 -
Stage 2 - - - - 980 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver- - 1523 - 878 985
Mov Cap-2 Maneuver- - - - 878 -
Stage 1 - - - - 947 -
Stage 2 - - - - 980 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0 0

HCM LOS A
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) - - - 1523 -
HCM Lane V/C Ratio - - - - -
HCM Ctrl Dly (s/v) 0 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) - - - 0 -
HCM 7th TWSC
6: 7th Ave. & Residential Driveway 03/24/2026
Cumulative PM Synchro 12 Report

Page 6 ends

Intersection
Int Delay, s/veh 0
Movement EBL EBT WBTWBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 67 0 0 0 0
Future Vol, veh/h 0 67 0 0 0 0
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, #- 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 67 0 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1 0 - 0 68 1
Stage 1 - - - - 1 -
Stage 2 - - - - 67 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.5183.318
Pot Cap-1 Maneuver1622 - - - 937 1084
Stage 1 - - - - 1022 -
Stage 2 - - - - 956 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver1622 - - - 937 1084
Mov Cap-2 Maneuver- - - - 937 -
Stage 1 - - - - 1022 -
Stage 2 - - - - 956 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 0

Page 1 ends

Intersection
Int Delay, s/veh 2.7
Movement EBL EBT EBR WBL WBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 29 11 16 25 4 18 20 454 11 46 314 30 Future Vol, veh/h 29 11 16 25 4 18 20 454 11 46 314 30
Conflicting Peds, #/hr0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 29 11 16 25 4 18 20 454 11 46 314 30
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All917 926 329 911 936 460 344 0 0 465 0 0 Stage 1 421 421 - 500 500 - - - - - - -
Stage 2 496 505 - 412 436 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 16.12 5.52 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 26.12 5.52 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5184.0183.3183.5184.0183.3182.218 - - 2.218 - - Pot Cap-1 Maneuver253 269 712 255 265 602 1215 - - 1096 - - Stage 1 610 589 - 553 543 - - - - - - -
Stage 2 556 540 - 617 580 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver224 249 712 222 246 602 1215 - - 1096 - - Mov Cap-2 Maneuver224 249 - 222 246 - - - - - - -
Stage 1 578 558 - 541 531 - - - - - - -
Stage 2 523 528 - 561 550 - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 20.67 19.47 0.33 0.99

HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 74 - - 285 296 209 - -
HCM Lane V/C Ratio 0.016 - - 0.1960.1590.042 - -
HCM Ctrl Dly (s/v) 8 0 - 20.7 19.5 8.4 0 -
HCM Lane LOS A A - C C A A -
HCM 95th %tile Q(veh) 0.1 - - 0.7 0.6 0.1 - -
HCM 7th AWSC
2: Laurel Ave. & 6th Ave. 03/25/2026
Cumulative + Proj AM Synchro 12 Report

Page 2 ends

Intersection
Intersection Delay, s/veh10.2
Intersection LOS B
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 10 56 260 50 45 303
Future Vol, veh/h 10 56 260 50 45 303
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 10 56 260 50 45 303
Number of Lanes 1 0 1 0 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach LeftNB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach RightSB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh8.4 10 10.8

HCM LOS A A B
Lane NBLn1WBLn1SBLn1
Vol Left, % 0% 15% 13%
Vol Thru, % 84% 0% 87%
Vol Right, % 16% 85% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 310 66 348
LT Vol 0 10 45
Through Vol 260 0 303
RT Vol 50 56 0
Lane Flow Rate 310 66 348
Geometry Grp 1 1 1
Degree of Util (X) 0.376 0.089 0.429
Departure Headway (Hd) 4.362 4.87 4.439
Convergence, Y/N Yes Yes Yes
Cap 825 734 811
Service Time 2.386 2.912 2.463
HCM Lane V/C Ratio 0.376 0.09 0.429
HCM Control Delay, s/veh 10 8.4 10.8
HCM Lane LOS A A B
HCM 95th-tile Q 1.8 0.3 2.2
HCM 7th TWSC
3: South B St. & 7th Ave. 03/25/2026
Cumulative + Proj AM Synchro 12 Report

Page 3 ends

Intersection
Int Delay, s/veh 2.5
Movement EBL EBT EBR WBL WBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 44 0 27 14 4 25 33 436 21 18 303 24
Future Vol, veh/h 44 0 27 14 4 25 33 436 21 18 303 24
Conflicting Peds, #/hr0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 44 0 27 14 4 25 33 436 21 18 303 24
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All855 874 315 852 876 447 327 0 0 457 0 0 Stage 1 351 351 - 513 513 - - - - - - -
Stage 2 504 523 - 339 363 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 16.12 5.52 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 26.12 5.52 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5184.0183.3183.5184.0183.3182.218 - - 2.218 - - Pot Cap-1 Maneuver278 288 725 280 288 612 1233 - - 1104 - - Stage 1 666 632 - 544 536 - - - - - - -
Stage 2 550 530 - 676 625 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver249 272 725 255 272 612 1233 - - 1104 - - Mov Cap-2 Maneuver249 272 - 255 272 - - - - - - -
Stage 1 652 620 - 525 517 - - - - - - -
Stage 2 505 511 - 637 612 - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 18.79 15.41 0.54 0.43

HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 120 - - 332 389 93 - -
HCM Lane V/C Ratio 0.027 - - 0.2140.1110.016 - -
HCM Ctrl Dly (s/v) 8 0 - 18.8 15.4 8.3 0 -
HCM Lane LOS A A - C C A A -
HCM 95th %tile Q(veh) 0.1 - - 0.8 0.4 0 - -
Queues
4: South B St. & 5th Avenue 03/24/2026
Cumulative + Proj AM Synchro 12 Report

Page 1 ends

Lane Group EBT WBT NBT SBT
Lane Group Flow (vph) 431 504 547 289
v/c Ratio 0.68 0.89 0.88 0.40
Control Delay (s/veh) 24.8 42.4 38.2 16.8
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 24.8 42.4 38.2 16.8
Queue Length 50th (ft) 160 218 223 87
Queue Length 95th (ft) 261 #403 #409 149
Internal Link Dist (ft) 223 203 229 207
Turn Bay Length (ft)
Base Capacity (vph) 699 622 709 817
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.62 0.81 0.77 0.35
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

HCM 7th Signalized Intersection Summary
4: South B St. & 5th Avenue 03/24/2026
Cumulative + Proj AM Synchro 12 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 26 323 82 78 418 8 105 399 43 1 241 47 Future Volume (veh/h) 26 323 82 78 418 8 105 399 43 1 241 47 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 26 323 82 78 418 8 105 399 43 1 241 47 Peak Hour 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 82 480 117 133 511 9 166 489 50 60 568 110
Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.37 0.37 0.37 0.37 0.37 0.37 Sat Flow, veh/h 53 1396 340 187 1488 27 253 1309 133 1 1520 295 Grp Volume(v), veh/h 431 0 0 504 0 0 547 0 0 289 0 0
Grp Sat Flow(s),veh/h/ln1789 0 0 1702 0 0 1695 0 0 1816 0 0 Q Serve(g_s), s 0.0 0.0 0.0 4.0 0.0 0.0 10.5 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 12.3 0.0 0.0 16.4 0.0 0.0 17.6 0.0 0.0 7.1 0.0 0.0 Prop In Lane 0.06 0.19 0.15 0.02 0.19 0.08 0.00 0.16
Lane Grp Cap(c), veh/h 678 0 0 654 0 0 705 0 0 739 0 0
V/C Ratio(X) 0.64 0.00 0.00 0.77 0.00 0.00 0.78 0.00 0.00 0.39 0.00 0.00 Avail Cap(c_a), veh/h 873 0 0 840 0 0 922 0 0 981 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh17.0 0.0 0.0 18.1 0.0 0.0 17.1 0.0 0.0 14.0 0.0 0.0 Incr Delay (d2), s/veh 1.0 0.0 0.0 3.3 0.0 0.0 3.1 0.0 0.0 0.3 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.8 0.0 0.0 6.3 0.0 0.0 6.6 0.0 0.0 2.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 18.0 0.0 0.0 21.4 0.0 0.0 20.2 0.0 0.0 14.4 0.0 0.0 LnGrp LOS B C C B
Approach Vol, veh/h 431 504 547 289
Approach Delay, s/veh 18.0 21.4 20.2 14.4
Approach LOS B C C B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 30.0 30.2 30.0 30.2
Change Period (Y+Rc), s 7.5 9.5 7.5 9.5
Max Green Setting (Gmax), s 30.5 27.5 30.5 27.5
Max Q Clear Time (g_c+I1), s 19.6 14.3 9.1 18.4
Green Ext Time (p_c), s 2.8 2.3 1.7 2.3
Intersection Summary
HCM 7th Control Delay, s/veh 19.1
HCM 7th LOS B
HCM 7th TWSC
5: Retail Driveway & 6th Ave. 03/25/2026
Cumulative + Proj AM Synchro 12 Report

Page 6 ends

Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 88 7 7 46 6 6
Future Vol, veh/h 88 7 7 46 6 6
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 88 7 7 46 6 6
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 95 0 152 92
Stage 1 - - - - 92 -
Stage 2 - - - - 60 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.5183.318
Pot Cap-1 Maneuver - - 1499 - 840 966
Stage 1 - - - - 932 -
Stage 2 - - - - 963 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver- - 1499 - 836 966
Mov Cap-2 Maneuver- - - - 836 -
Stage 1 - - - - 928 -
Stage 2 - - - - 963 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.98 9.07

HCM LOS A
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 896 - - 238 -
HCM Lane V/C Ratio 0.013 - - 0.005 -
HCM Ctrl Dly (s/v) 9.1 - - 7.4 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0 - - 0 -
HCM 7th TWSC
6: 7th Ave. & Residential Driveway 03/25/2026
Cumulative + Proj AM Synchro 12 Report

Page 7 ends

Intersection
Int Delay, s/veh 1.9
Movement EBL EBT WBTWBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 5 60 11 7 11 7
Future Vol, veh/h 5 60 11 7 11 7
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, #- 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 5 60 11 7 11 7
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 18 0 - 0 85 15
Stage 1 - - - - 15 -
Stage 2 - - - - 70 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.5183.318
Pot Cap-1 Maneuver1599 - - - 917 1065
Stage 1 - - - - 1008 -
Stage 2 - - - - 953 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver1599 - - - 914 1065
Mov Cap-2 Maneuver- - - - 914 -
Stage 1 - - - - 1005 -
Stage 2 - - - - 953 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.56 0 8.79

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBTWBRSBLn1
Capacity (veh/h) 138 - - - 967
HCM Lane V/C Ratio 0.003 - - - 0.019
HCM Ctrl Dly (s/v) 7.3 0 - - 8.8
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.1
HCM 7th TWSC
1: South B St. & 6th Ave. 03/25/2026
Cumulative + Proj PM Synchro 12 Report

Page 1 ends

Intersection
Int Delay, s/veh 3.1
Movement EBL EBT EBR WBL WBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 57 4 22 7 10 32 29 440 26 19 349 13
Future Vol, veh/h 57 4 22 7 10 32 29 440 26 19 349 13
Conflicting Peds, #/hr0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 57 4 22 7 10 32 29 440 26 19 349 13
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All897 918 356 900 911 453 362 0 0 466 0 0 Stage 1 394 394 - 511 511 - - - - - - -
Stage 2 503 524 - 389 400 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 16.12 5.52 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 26.12 5.52 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5184.0183.3183.5184.0183.3182.218 - - 2.218 - - Pot Cap-1 Maneuver261 272 688 259 274 607 1197 - - 1095 - - Stage 1 631 606 - 545 537 - - - - - - -
Stage 2 551 530 - 635 602 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver225 257 688 234 259 607 1197 - - 1095 - - Mov Cap-2 Maneuver225 257 - 234 259 - - - - - - -
Stage 1 618 592 - 527 519 - - - - - - -
Stage 2 495 512 - 597 588 - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 23.54 15.13 0.47 0.42

HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 104 - - 276 404 89 - -
HCM Lane V/C Ratio 0.024 - - 0.3010.1210.017 - -
HCM Ctrl Dly (s/v) 8.1 0 - 23.5 15.1 8.3 0 -
HCM Lane LOS A A - C C A A -
HCM 95th %tile Q(veh) 0.1 - - 1.2 0.4 0.1 - -
HCM 7th AWSC
2: Laurel Ave. & 6th Ave. 03/25/2026
Cumulative + Proj PM Synchro 12 Report

Page 2 ends

Intersection
Intersection Delay, s/veh10.6
Intersection LOS B
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 20 30 261 47 39 345
Future Vol, veh/h 20 30 261 47 39 345
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 20 30 261 47 39 345
Number of Lanes 1 0 1 0 0 1
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach LeftNB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach RightSB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh8.6 10 11.3

HCM LOS A A B
Lane NBLn1WBLn1SBLn1
Vol Left, % 0% 40% 10%
Vol Thru, % 85% 0% 90%
Vol Right, % 15% 60% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 308 50 384
LT Vol 0 20 39
Through Vol 261 0 345
RT Vol 47 30 0
Lane Flow Rate 308 50 384
Geometry Grp 1 1 1
Degree of Util (X) 0.374 0.071 0.469
Departure Headway (Hd) 4.367 5.134 4.397
Convergence, Y/N Yes Yes Yes
Cap 825 696 822
Service Time 2.387 3.177 2.417
HCM Lane V/C Ratio 0.373 0.072 0.467
HCM Control Delay, s/veh 10 8.6 11.3
HCM Lane LOS A A B
HCM 95th-tile Q 1.7 0.2 2.5
HCM 7th TWSC
3: South B St. & 7th Ave. 03/25/2026
Cumulative + Proj PM Synchro 12 Report

Page 3 ends

Intersection
Int Delay, s/veh 2.7
Movement EBL EBT EBR WBL WBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 26 4 36 16 7 51 36 417 10 16 342 23
Future Vol, veh/h 26 4 36 16 7 51 36 417 10 16 342 23
Conflicting Peds, #/hr0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 26 4 36 16 7 51 36 417 10 16 342 23
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All878 885 354 870 891 422 365 0 0 427 0 0 Stage 1 386 386 - 494 494 - - - - - - -
Stage 2 493 499 - 376 397 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 16.12 5.52 - 6.12 5.52 - - - - - - -
Critical Hdwy Stg 26.12 5.52 - 6.12 5.52 - - - - - - -
Follow-up Hdwy 3.5184.0183.3183.5184.0183.3182.218 - - 2.218 - - Pot Cap-1 Maneuver268 284 690 272 282 632 1194 - - 1132 - - Stage 1 638 610 - 557 546 - - - - - - -
Stage 2 558 544 - 645 603 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver227 268 690 240 266 632 1194 - - 1132 - - Mov Cap-2 Maneuver227 268 - 240 266 - - - - - - -
Stage 1 626 600 - 535 525 - - - - - - -
Stage 2 486 522 - 597 593 - - - - - - -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 17.09 15.23 0.63 0.35

HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 139 - - 363 426 75 - -
HCM Lane V/C Ratio 0.03 - - 0.1820.1740.014 - -
HCM Ctrl Dly (s/v) 8.1 0 - 17.1 15.2 8.2 0 -
HCM Lane LOS A A - C C A A -
HCM 95th %tile Q(veh) 0.1 - - 0.7 0.6 0 - -
Queues
4: South B St. & 5th Avenue 03/24/2026
Cumulative + Proj PM Synchro 12 Report

Page 1 ends

Lane Group EBT WBT NBT SBT
Lane Group Flow (vph) 641 420 541 443
v/c Ratio 0.93 0.85 0.93 0.61
Control Delay (s/veh) 46.4 41.9 49.1 24.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 46.4 41.9 49.1 24.5
Queue Length 50th (ft) 335 212 281 190
Queue Length 95th (ft) #562 #390 #491 291
Internal Link Dist (ft) 223 203 229 207
Turn Bay Length (ft)
Base Capacity (vph) 746 535 639 794
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.86 0.79 0.85 0.56
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

HCM 7th Signalized Intersection Summary
4: South B St. & 5th Avenue 03/24/2026
Cumulative + Proj PM Synchro 12 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 48 457 136 87 317 16 88 363 90 5 366 72 Future Volume (veh/h) 48 457 136 87 317 16 88 363 90 5 366 72 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 48 457 136 87 317 16 88 363 90 5 366 72 Peak Hour 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 83 520 149 130 426 20 128 427 100 48 574 112 Arrive On Green 0.41 0.41 0.41 0.41 0.41 0.41 0.38 0.38 0.38 0.38 0.38 0.38 Sat Flow, veh/h 82 1281 367 183 1048 49 198 1129 265 5 1519 296 Grp Volume(v), veh/h 641 0 0 420 0 0 541 0 0 443 0 0
Grp Sat Flow(s),veh/h/ln1730 0 0 1280 0 0 1592 0 0 1820 0 0 Q Serve(g_s), s 4.9 0.0 0.0 0.0 0.0 0.0 9.4 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 27.4 0.0 0.0 22.5 0.0 0.0 25.1 0.0 0.0 15.8 0.0 0.0 Prop In Lane 0.07 0.21 0.21 0.04 0.16 0.17 0.01 0.16
Lane Grp Cap(c), veh/h 752 0 0 575 0 0 655 0 0 734 0 0
V/C Ratio(X) 0.85 0.00 0.00 0.73 0.00 0.00 0.83 0.00 0.00 0.60 0.00 0.00 Avail Cap(c_a), veh/h 850 0 0 660 0 0 790 0 0 888 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh21.8 0.0 0.0 19.3 0.0 0.0 22.8 0.0 0.0 20.1 0.0 0.0 Incr Delay (d2), s/veh 7.6 0.0 0.0 3.5 0.0 0.0 6.1 0.0 0.0 0.8 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln11.8 0.0 0.0 6.6 0.0 0.0 9.9 0.0 0.0 6.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 29.5 0.0 0.0 22.8 0.0 0.0 28.9 0.0 0.0 20.9 0.0 0.0 LnGrp LOS C C C C
Approach Vol, veh/h 641 420 541 443
Approach Delay, s/veh 29.5 22.8 28.9 20.9
Approach LOS C C C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 37.2 41.5 37.2 41.5
Change Period (Y+Rc), s 7.5 9.5 7.5 9.5
Max Green Setting (Gmax), s 36.5 36.5 36.5 36.5
Max Q Clear Time (g_c+I1), s 27.1 29.4 17.8 24.5
Green Ext Time (p_c), s 2.6 2.6 2.7 2.3
Intersection Summary
HCM 7th Control Delay, s/veh 26.1
HCM 7th LOS C
HCM 7th TWSC
5: Retail Driveway & 6th Ave. 03/25/2026
Cumulative + Proj PM Synchro 12 Report

Page 6 ends

Intersection
Int Delay, s/veh 1.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 76 9 9 42 8 9
Future Vol, veh/h 76 9 9 42 8 9
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 76 9 9 42 8 9
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 85 0 141 81
Stage 1 - - - - 81 -
Stage 2 - - - - 60 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.5183.318
Pot Cap-1 Maneuver - - 1512 - 852 980
Stage 1 - - - - 943 -
Stage 2 - - - - 963 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver- - 1512 - 847 980
Mov Cap-2 Maneuver- - - - 847 -
Stage 1 - - - - 937 -
Stage 2 - - - - 963 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 1.31 9.02

HCM LOS A
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 912 - - 318 -
HCM Lane V/C Ratio 0.019 - - 0.006 -
HCM Ctrl Dly (s/v) 9 - - 7.4 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
HCM 7th TWSC
6: 7th Ave. & Residential Driveway 03/25/2026
Cumulative + Proj PM Synchro 12 Report

Page 7 ends

Intersection
Int Delay, s/veh 1.1
Movement EBL EBT WBTWBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 5 67 0 8 4 3
Future Vol, veh/h 5 67 0 8 4 3
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, #- 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 5 67 0 8 4 3
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 8 0 - 0 81 4
Stage 1 - - - - 4 -
Stage 2 - - - - 77 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.5183.318
Pot Cap-1 Maneuver1612 - - - 921 1080
Stage 1 - - - - 1019 -
Stage 2 - - - - 946 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver1612 - - - 918 1080
Mov Cap-2 Maneuver- - - - 918 -
Stage 1 - - - - 1016 -
Stage 2 - - - - 946 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0.5 0 8.7

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBTWBRSBLn1
Capacity (veh/h) 125 - - - 981
HCM Lane V/C Ratio 0.003 - - - 0.007
HCM Ctrl Dly (s/v) 7.2 0 - - 8.7
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0
616 South B Street – Transportation Impact Analysis April 23, 2026

P a g e | 47

Appendix D
C/CAG Checklist

Jan 1, 2022
Form Continues on Page 2
Sum percentages from each selected
measure from rows 1-6
Total from Required Measures
%
7 6 1 %M9 - Design Streets to Encourage Bike/Ped Access Design adjacent streets or roadways to facilitate multimodal travel.

ALL
5 1 %M8 - Secure Bicycle Storage
Comply with CalGREEN minimum bicycle parking requirements.

ALL
4 10 %M6 - Transit or Ridesharing Passes/Subsidies
Offer tenants passes or subsidies for monthly public transit or ridesharing costs incurred, equivalent to 30% of value or $50 - whichever is lower.

ALL
3 5 %M4 - Actively Participate in Commute.org or Transportation Management Association (TMA) Equivalent
Obtain certification of registration from Commute.org or equivalent TM A incorporation documents.

T OD & Non-
transit P ro x imate
Select only one based on P roject T ype
T ransit
P ro x imate 15 %
2 0.5 %M3 - TDM Coordinator/Contact Person
P rovide T D M coordinator / liaison for tenants. M ay be contracted through 3rd party provider, such as Commute.org.

ALL
1 1 %M2 - O rientation , Education , Promotional Programs and/or Materials Offer new residents an orientation or education program or materials.

ALL
M easure Y esP ercentageP roject T ypes
Y ou must select all measures that apply for your pro j ect type Click on each measure ’ s title for more informationC Required Measures I dentify your project type
B Trip Reduction Target
1 / 2 to 3 miles from high quality transit service
35% Trip Reduction Required
Transit Pro x imate
M ore than 3 miles from high quality transit service
35% Trip Reduction Required
N on-Transit Pro x imate
Less than 1 / 2-mile from high quality transit service
25% Trip Reduction Required
T O D
Select one option based on your pro j ect ’ s distance to high quality transit Read more about high quality transit at
ccagtdm.org/high-quality-transit
P roject Jurisdiction

D D M M Y Y Y Y
Application Date
P roject Address
Contact Email Address
Contact P hone Address
Contact F irst and Last Name
P arcel Number
A Applicant I nformation
[email protected]
Q uestions ?
Any new development project anticipated to
generate at least 100 average daily trips is subject to the C / CAG T D M P olicy and must complete a T D M
Checklist and implement associated measures to
mitigate traffic impacts.

About this Form
Read more at ccagtdm.org
500 + AD T ; ~ 50 + U nits
Residential (Multi-Family) L and U se : L arge Pro j ect TDM Checklist
ccagtdm.org
P age 1 of 2
616 South B Street
034-194-030/ 034-194-140
0 8
0 4
2 0
2 5
San Mateo, CA
Mounir Kardosh
(650) 347-9500
[email protected]
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18.5 Jan 1, 2022
ccagtdm.org
Visit Our Website
[email protected]
Email Us
Questions?
F Submit Checklist
See for how to
submit this form.
ccagtdm.org/submission
Percentage from
Additional Measures
%Section Row 22D
Sum of required and
additional measures
Total Percentage from all
Selected Measures
%
Percentage from
Required Measures
%Section Row 7C
+
Copy from Section
Trip Reduction
Target
%B
Total Percentage from all
selected measures must be
greater than or equal to Trip
Reduction Target
E Project Totals
Sum percentages from each selected
measure from rows 8 - 21
Total f rom Add itional M easures
%
22 21 3 %M26 - Pe d estrian Oriente d Uses & A menities on G roun d Floor Pro v ide on-site, v isible amenities to tenants and guests, such as cafes, gyms, childcare, retail .

All
20 0.5 %M24 - Bike R e p air Station
O ffer on-site bi k e repair space / tools in v isible, secure area .

All
19 7 %M23 - G a p Closure
Construct or enhance quality of bi k ing and wal k ing facilities to / from site to e x isting trails, bi k eways, and / or ad j acent streets .

All
18 2 %M22 - A cti v e Trans p ortation Subsi d ies
O ffer bi k ing / wal k ing incenti v es to tenants, such as gift card / product raffles .

All
17 1 %M21 - Bike / Scooter Share On - Site
Allocate space for bi k e / scooter share par k ing .

All
16 10 %M20 - Shuttle Pro g ram / Shuttle Consortium / Fun d Transit Ser v ice E stablish a shuttle ser v ice to regional transit hubs or commercial centers . Shuttle ser v ice should be pro v ided free of charge to employees and guests .

N on-transit
Pro x imate
%
15 M19 - L an d De d ication or Ca p ital I m p ro v ements f or Transit Contribute space on, or ad j acent to, the pro j ect site for transit impro v ements . 1 %O ther ( i . e . , Micromobility Par k ing Z one, T N C L oading Z one ) 1 %V isual / E lectrical I mpro v ements ( i . e . , L ighting, Signage ) 1 %B us Shelter
1 %B us Pullout Space A LL
Total
percentages
selecte d

Select one or more
14 1 %M18 - Car Share On - Site
Pro v ide on-site car share or v ehicle fleets .

A LL
13 4 %M17 - De v elo p er TD M Fee / TD M Fun d
V oluntary impact fee payment on a per unit or square footage basis, to fund the implementation of T D M programs .

A LL
12 10 %M15 - R e d uce d Parkin g
Pro v ide off-street par k ing at least 10 % below locally-required minimums, or else below the locally-permitted par k ing ma x imums .

Consideration may be required of potential spillo v er par k ing into surrounding areas .

A LL
11 25 %M14 - Pai d Parkin g at M arket R ate
O ffer hourly / daily par k ing rates proportional to monthly rate or equi v alent to cost of transit fare .

A LL
10 3 %M11 - Famil y - su pp orti v e A menities
O n-site secure storage of personal car seats, strollers, cargo bicycles, or other large bicycles . Property owners can also pro v ide shared building equipment, such as shopping carts or cargo bicycles for chec k out by residents .

A LL
9 1 %M10 - Deli v er y A menities
O ffer deli v ery amenities, including dedicated receipt and storage areas, to reduce need for multiple trips to conduct similar business .

A LL
8 2 %M5 - Car p ool or Van p ool Pro g ram
E stablish carpool /v anpool program for tenants and register program with Commute . org .

A LL
Measure Y esPercentagePro j ect Types
D Add itional R ecommen d e d Click on each measure ’ s title f or more in f ormationSelect enou g h to meet the tri p re d uction tar g et f rom section B 5 00 + A D T ; ~5 0 + U nits
R esi d ential ( M ulti - Famil y ) L an d Use : L ar g e Project TD M Checklist
ccagtdm . org

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14 32.5
25

San Mateo City CouncilAugust 17, 2026

San Mateo City Council
August 17, 2026