Appendix TRA Traffic Impact Analysis Report

Draft Traffic Impact Analysis Report

401 Taylor Boulevard Residential Development

City of Pleasant Hill, California

March 5, 2021

401 Taylor Boulevard Residential Traffic Impact Study

Contents

Executive Summary ...... 1

1.0 Introduction ...... 5 1.1 Study Purpose ...... 5

1.2 Study Intersections ...... 5

2.0 Study Methodology ...... 9 2.1 Vehicle Miles Traveled ...... 9

2.2 Level of Service Analysis Methodology ...... 9

2.3 Level of Service Standards ...... 11

3.0 Existing Conditions ...... 13 3.1 Existing Setting and Roadway System ...... 13

3.2 Existing Pedestrian Facilities ...... 14

3.3 Existing Bicycle Facilities ...... 16

3.4 Existing Transit Facilities ...... 18

3.5 Existing Traffic Conditions ...... 20

3.6 Intersection Level of Service Analysis – Existing Conditions ...... 22

4.0 Existing plus Project Conditions ...... 25 4.1 Vehicle Miles Traveled ...... 25

4.2 Project Trip Generation ...... 26

4.3 Project Trip Distribution and Assignment ...... 26

4.4 Intersection Level of Service Analysis – Existing plus Project Conditions ...... 31

4.5 Intersection Queuing Analysis ...... 32

5.0 Background (Existing plus Approved and Reasonably Foreseable Projects) Conditions ...... 35 5.1 Intersections Level of Service Analysis – Background No-Project Conditions ...... 35

6.0 Background plus Project Conditions ...... 38 6.1 Intersection Level of Service Analysis – Background plus Project Conditions ...... 38

6.2 Intersection Queuing Analysis ...... 39

7.0 Cumulative No-Project Conditions (2040) ...... 42 7.1 Intersections Level of Service Analysis – Cumulative No-Project Conditions ...... 42

8.0 Cumulative plus Project Conditions ...... 45

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8.1 Intersection Level of Service Analysis – Cumulative plus Project Conditions ...... 45

9.0 Additional Analysis ...... 48 9.1 Site Access ...... 48

9.2 On-Site Circulation ...... 49

9.3 Parking...... 50

9.4 Recommendations ...... 50

Tables

Table 1: Signalized Intersection Delay and LOS Definitions ...... 10

Table 2: Unsignalized Intersection Delay and LOS Definitions...... 11

Table 3: Existing Bus Services ...... 18

Table 4: Intersection Level of Service Analysis – Existing Conditions ...... 23

Table 5: Year 2020 VMT Generation ...... 25

Table 6: Project Trip Generation ...... 26

Table 7: Intersection Level of Service Analysis – Existing plus Project Conditions ...... 32

Table 8. 95th Percentile Queue Lengths at Selected Turn Lanes ...... 33

Table 9: Intersection Level of Service Analysis –Background Conditions ...... 36

Table 10: Intersection Level of Service Analysis – Background plus Project Conditions ...... 39

Table 11. 95th Percentile Queue Lengths at Selected Turn Lanes ...... 40

Table 12: Intersection Level of Service Analysis – Cumulative Conditions ...... 43

Table 13: Intersection Level of Service Analysis – Cumulative plus Project Conditions ...... 46

Figures

Figure 1: Vicinity Map ...... 7

Figure 2: Site Plan ...... 8

Figure 3: Existing Pedestrian Facilities ...... 15

Figure 4: Existing Bicycle Facilities ...... 17

Figure 5: Existing Transit Facilities ...... 19

Figure 6: Existing Lane Geometry and Traffic Controls ...... 21

Figure 7: Existing Conditions Peak Hour Traffic Volumes ...... 24

Figure 8: Project Trip Distribution and Assignment ...... 28

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Figure 9: Existing plus Project Conditions Peak Hour Traffic Volumes ...... 34

Figure 10: Background Conditions Peak Hour Traffic Volumes ...... 37

Figure 11: Background plus Project Conditions Peak Hour Traffic Volumes ...... 41

Figure 12: Cumulative No-Project Conditions Peak Hour Traffic Volumes ...... 44

Figure 13: Cumulative plus Project Conditions Peak Hour Traffic Volumes ...... 47

Appendices

Appendix A – Existing Turning Movement Counts

Appendix B – Existing Conditions Intersections Level of Service Worksheets

Appendix C – Existing plus Project Conditions Intersections Level of Service Worksheets

Appendix D – Background Conditions Intersections Level of Service Worksheets

Appendix E – Background plus Project Conditions Intersections Level of Service Worksheets

Appendix F – Cumulative Conditions Intersections Level of Service Worksheets

Appendix G – Cumulative plus Project Conditions Intersections Level of Service Worksheets

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EXECUTIVE SUMMARY

This report summarizes the results of the Traffic Impact Study (TIS) conducted for the proposed residential development located at 401 Taylor Boulevard in the City of Pleasant Hill. The project would replace an existing 37,670 square foot (sq. ft.) office building with 31 single family homes. In addition, six of the homes would include an attached accessory dwelling unit (ADU). The existing building is currently partially occupied by the administrative headquarters and bookstore for the Northern California Conference of Seventh-day Adventists. TJKM previously completed the TIS for an earlier development proposal at this site in January, 2020.

The purpose of this report is to provide summaries of changes in vehicle miles traveled (VMT) and traffic impacts on the surrounding transportation system with the proposed project. The VMT analysis is based on the methodology adopted by the Contra Costa Transportation Authority (CCTA). To evaluate the effects on the transportation infrastructure due to the addition of traffic from the proposed project, an LOS analysis was conducted to determine consistency with City of Pleasant Hill and CCTA plans and standards.

Vehicle Miles Traveled

In the project vicinity, the CCTA Travel Demand Model generates daily residential VMT per resident of 14.6 for 2020, more than 15 percent below the countywide average of 19.78. Based on CCTA VMT screening criteria, this is considered a low-VMT area, and there is no substantial evidence that the project would generate high VMTs for this location. The project is expected to cause a less-than-significant impact under CEQA and is exempt from further VMT analysis.

Project Trip Generation TJKM developed estimated project trip generation for the proposed project based on published trip generation rates from the ITE publication Trip Generation (10th Edition). TJKM used published trip rates for the ITE land use Single Family Detached Housing (ITE Code 210) for this project. It was conservatively assumed that the six attached accessory dwelling units would have similar trip generation characteristics as Multifamily Housing (Low-Rise) (ITE Code 220). Driveway counts of the existing site trips were deducted from the project trip generation. The proposed project is expected to generate 337 total daily trips, including 13 net new a.m. peak hour trips (-6 in, 19 out) and seven net new p.m. peak hour trips (16 in, -9 out).

Existing Conditions Under this scenario, all but three of the study intersections operate within applicable jurisdictional standards during the a.m. peak hour, and all study intersections operate acceptably in the p.m. peak hour. The signalized intersection of Taylor Boulevard & Norse Drive/Lucille Lane operates at LOS E during the a.m. peak hour and LOS C during the p.m. peak hour. The unsignalized intersections of Taylor Boulevard & Civic Drive and Norse Drive & Viking Drive both operate at LOS F during the a.m. peak hour and LOS C or better during the p.m. peak hour. A traffic signal is currently warranted at Taylor Boulevard & Civic Drive during the a.m. peak hour only.

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Existing plus Project Conditions Under this scenario, all but three of the study intersections would continue to operate within applicable jurisdictional standards during a.m. peak hour, and all study intersections operate acceptably in the p.m. peak hour. The signalized intersection of Taylor Boulevard & Norse Drive/Lucille Lane operates at LOS E during the a.m. peak hour and LOS C during the p.m. peak hour. The unsignalized intersection of Taylor Boulevard & Civic Drive would continue to operate at LOS F during the a.m. peak hour and LOS C or better during the p.m. peak hour with a decrease in delay due to a net reduction in westbound traffic. The unsignalized intersection of Norse Drive & Viking Drive would continue to operate at LOS F during the a.m. peak hour. The increase in delay at each these intersections operating at unacceptable LOS would be less than five seconds. A traffic signal is currently warranted at Taylor Boulevard & Civic Drive during the a.m. peak hour only. The project would be consistent with level of service standards set forth under the Pleasant Hill General Plan and CCTA Congestion Management Program.

Background Conditions

Background Conditions are similar to Existing Conditions, but with the addition of traffic from approved and other reasonably foreseeable developments within the vicinity of the proposed project. The projects included in Background Conditions were selected in consultation with City of Pleasant Hill staff at the time of the prior traffic study, with the addition of new development applications as of January 2021.

Under this scenario, all but three of the study intersections would continue to operate within applicable jurisdictional standards during the a.m. peak hour, and all study intersections would operate acceptably in the p.m. peak hour. The signalized intersection of Taylor Boulevard & Norse Drive/Lucille Lane would operate at LOS E during the a.m. peak hour and LOS C during the p.m. peak hour. The unsignalized intersections of Taylor Boulevard & Civic Drive and Norse Drive & Viking Drive would both operate at LOS F during the a.m. peak hour and LOS C or better during the p.m. peak hour. A traffic signal would be warranted at Taylor Boulevard & Civic Drive during the a.m. peak hour only.

Background plus Project Conditions Under this scenario, all but three of the study intersections would continue to operate within applicable jurisdictional standards during the a.m. peak hour, and all study intersections operate acceptably in the p.m. peak hour. The signalized intersection of Taylor Boulevard & Norse Drive/Lucille Lane would continue to operate at LOS E during the a.m. peak hour, with an increase in delay of 1.2 seconds, and LOS C during the p.m. peak hour. The unsignalized intersections of Taylor Boulevard & Civic Drive and Norse Drive & Viking Drive would both continue to operate at LOS F during the a.m. peak hour, with a decrease in average delay. A traffic signal is warranted at Taylor Boulevard & Civic Drive, and signalization would improve operations to LOS A in both peak hours. The project would be consistent with level of service standards set forth under the Pleasant Hill General Plan and CCTA Congestion Management Program.

Cumulative Conditions The Cumulative No-Project Conditions analysis forecasts how the study area’s transportation system would operate with the full build-out of the project in combination with the growth and changes of the surrounding community by the year 2040. Cumulative Conditions includes the planned signalization of the Taylor Boulevard & Civic Drive intersection.

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Under this scenario, six of the study intersections operate within applicable jurisdictional standards during both peak hours, and three intersections operate at unacceptable LOS E or F during the a.m. peak hour. The signalized intersection of Taylor Boulevard & Norse Drive/Lucille Lane would continue to operate at LOS E during the a.m. peak hour and LOS C during the p.m. peak hour. The unsignalized intersection of Norse Drive & Viking Drive would continue to operate at LOS F during the a.m. peak hour and LOS B during the p.m. peak hour. The unsignalized intersection of Norse Drive & Civic Drive would deteriorate to LOS E in the a.m. peak hour but would continue to operate at LOS B during the p.m. peak hour. With signalization, the intersection of Taylor Boulevard & Civic Drive would improve to LOS B in the a.m. peak hour and LOS A in the p.m. peak hour. A signal is not warranted at Norse Drive & Viking Drive or at Norse Drive & Civic Drive.

Cumulative plus Project Conditions Under this scenario, all but three of the study intersections would continue to operate within applicable jurisdictional standards during both peak hours, and three intersections would continue to operate at unacceptable LOS E or F during the a.m. peak hour. The signalized intersection of Taylor Boulevard & Norse Drive/Lucille Lane would continue to operate at LOS E during the a.m. peak hour, with a decrease in average delay, and LOS C during the p.m. peak hour. The unsignalized intersection of Norse Drive & Viking Drive would continue to operate at LOS F during the a.m. peak hour, with an increase in delay of 1.7 seconds and LOS B during the p.m. peak hour. The unsignalized intersection of Norse Drive & Civic Drive would continue to operate at LOS E in the a.m. peak hour, with a decrease in average delay, and would continue to operate at LOS B during the p.m. peak hour. A signal is not warranted at Norse Drive & Viking Drive or at Norse Drive & Civic Drive. The project would be consistent with level of service standards set forth under the Pleasant Hill General Plan and CCTA Congestion Management Program.

Site Access and On-Site Circulation TJKM concluded that the site plan will operate acceptably and provide adequate on-site vehicle circulation and access to parking spaces. The proposed project does not conflict with existing and planned pedestrian or bicycle facilities and will add trips to existing transit facilities, which can be accommodated by the existing transit capacity. Site access and circulation for vehicles are considered adequate, but on-site pedestrian circulation could be improved with additional curb ramps.

Parking The project would require 62 covered parking spaces for the 31 main dwelling units. The proposed project would construct two-car garages with driveway aprons for each dwelling unit, providing 62 covered spaces satisfying City requirements, as well as 62 uncovered spaces. The development would also provide 16 parallel on-street parking spaces. The proposed parking supply would therefore be more than adequate under City of Pleasant Hill requirements and would not produce any parking impacts on surrounding parcels or roadways.

Queuing Analysis Queuing operations were analyzed at the four signalized intersections with dedicated left- and right-turn lanes, under Existing and Background Conditions, with and without the proposed project. Under Existing Conditions, the intersections of Taylor Boulevard & Norse Drive/Lucille Lane, Taylor Boulevard/Sunvalley

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Boulevard & Contra Costa Boulevard, and Taylor Boulevard & Morello Avenue would experience queue overflows at one or more turn lanes, during one or both peak hours. Under Existing plus Project Conditions, the same turn lanes would continue to experience overflows during the same peak hours, although with no increases in queue lengths. The addition of project trips would not cause any new queue overflows or increase any existing overflows.

Under Background Conditions, the intersections of Taylor Boulevard & Norse Drive/Lucille Lane, Taylor Boulevard/Sunvalley Boulevard & Contra Costa Boulevard, and Taylor Boulevard & Morello Avenue would experience queue overflows at one or more turn lanes, during one or both peak hours. Under Existing plus Project Conditions, the same turn lanes would continue to experience overflows during the same peak hours, although with no increases in queue lengths. The addition of project trips would not cause any new queue overflows or increase any existing overflows.

Speeds on Lucille Lane Radar spot speed surveys were conducted on May 22, 2019, at two locations on Lucille Lane near the project site, at off-peak times. The observed 85th percentile speeds were approximately 35 mph, whereas the posted speed limit is 25 mph. This indicates that an existing speeding issue exists along the project frontage, which results in marginal sight distance for vehicles exiting the driveway to see southbound approaching traffic. However, the project would not worsen the sight distance issues present at the existing driveway.

Recommendations

TJKM recommends the following:

 The grading plans for the site should be carefully evaluated to ensure that the finished grade and landscaping do not create any visual obstructions for vehicles exiting the driveway.  Add curb ramps to provide accessible crossings of loop road near Lucille Lane and the pedestrian path to Taylor Boulevard.

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1.0 INTRODUCTION

This report summarizes the results of the Traffic Impact Study (TIS) conducted for the proposed residential development located at 401 Taylor Boulevard in the City of Pleasant Hill. The proposed project would replace an existing 37,670 square foot (sq. ft.) office building with 31 single family homes and six accessory dwelling units. The existing building is currently partially occupied by the administrative headquarters and bookstore for the Northern California Conference of Seventh-day Adventists. Primary access to the project site would be provided by a private street connecting to Lucille Lane at the location of the existing driveway.

This chapter discusses the TIS purpose, project study area, and analysis scenarios. Figure 1 shows the study area and project site location. Figure 2 shows the project site plan, dated January, 2021.

1.1 STUDY PURPOSE

1.2 STUDY INTERSECTIONS

TJKM evaluated traffic conditions at nine study intersections during the a.m. and p.m. peak hours on a typical weekday. TJKM previously completed the TIS for an earlier development proposal at this site in January, 2020. The study intersections were selected in consultation with the City of Pleasant Hill staff at the time of the prior study.

The peak periods observed for purposes of taking local traffic counts were between 7-9 a.m. and 4-6 p.m. on weekdays. Although two-hour peak period traffic counts were conducted, the highest single one-hour period recorded for each was used in the analysis. Throughout this report, these peak hours are identified as the a.m. and p.m. peak hours, respectively.

The study intersections and associated traffic controls are as follows:

1. Taylor Boulevard & Norse Drive/Lucille Lane (Signalized) 2. Taylor Boulevard & Civic Drive (One-Way Stop) 3. Taylor Boulevard & Ruth Drive (Signalized) 4. Taylor Boulevard/Sunvalley Boulevard & Contra Costa Boulevard (Signalized)* 5. Taylor Boulevard & Morello Avenue (Signalized) 6. Norse Drive & Viking Drive (All-Way Stop) 7. Paso Nogal Road & Norse Drive (One-Way Stop) 8. Norse Drive & Civic Drive (All-Way Stop) 9. Lucille Lane & Project Driveway (One-Way Stop)

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* Denotes CMP Intersections

The traffic analysis is based on the weekday a.m. and p.m. peak hour levels of service for four signalized intersections and five unsignalized intersections. Of the nine study intersections, one is a Congestion Management Program (CMP) intersection.

1.3 Study Scenarios

The roadway operations analysis addresses the following six traffic scenarios:

 Existing Conditions – This scenario evaluates the study intersections based on existing traffic volumes, lane geometry and traffic controls.  Existing plus Project Conditions – This scenario is identical to Existing Conditions, but with the addition of traffic from the proposed project.  Background (Existing plus Approved Projects) Conditions – This scenario is similar to Existing Conditions, but with the addition of traffic from approved and reasonably foreseeable developments within the vicinity of the proposed project.  Background plus Project Conditions – This scenario is identical to Background Conditions, but with the addition of traffic from the proposed project.  Cumulative Conditions (2040) – This scenario considers the development of the city and surrounding communities to the year 2040, projecting existing traffic volumes to the year 2040 using an annual growth factor of 0.27 percent per year. This growth factor was derived from 2016 and 2040 traffic volumes contained in The Veranda Shopping Center TIS (2016, Kittelson & Associates), and ultimately based on the 2040 CCTA traffic model.  Cumulative plus Project Conditions – This scenario is identical to Cumulative Conditions, but with the addition of traffic from the proposed project.

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Diablo Valley College 7

6 College Park High School

4 8 3 Taylor Blvd. 1 2 5 Harriet Dr. 1

LEGEND Project Site X Study Intersection X Speed Survey Location Project Driveway N

065-050 | 03-05-2021 Figure 2: Site Plan

065-050 | 03-05-2021 401 Taylor Boulevard Residential Traffic Impact Study

2.0 STUDY METHODOLOGY

Traffic impacts related to the proposed project were evaluated for both compliance with applicable regulatory documents and environmental significance as defined in the California Environmental Quality Act (CEQA). The CEQA analysis was conducted in accordance with the Technical Advisory On Evaluating Transportation Impacts In CEQA published by the Governor’s Office of Planning and Research (OPR) and the July 1, 2020, Technical Memorandum prepared by Fehr & Peers describing the VMT methodology adopted by the Contra Costa Transportation Authority (CCTA). As of July 1, 2020, intersection level of service (LOS) can no longer be used to determine significant CEQA impacts. However, an LOS analysis was conducted to determine consistency with City of Pleasant Hill and CCTA plans and standards.

2.1 VEHICLE MILES TRAVELED

This study evaluates project-related VMT as outlined in the adopted CCTA VMT methodology. The methodology and implementation guidelines were adopted by CCTA in July 2020. As the City of Pleasant Hill has not adopted VMT procedures are standards, CCTA standards were used.

The Governor’s Office of Planning and Research (OPR) Technical Advisory (December 2018) provides guidance to analysts and local jurisdictions for implementing VMT as a metric for determining the transportation impact for land use projects. The OPR guidelines state that for analysis purposes, “VMT” refers to automobile VMT, specifically passenger vehicles and light trucks. Heavy truck traffic is typically excluded.

The CCTA guidelines include a screening process that describes five scenarios in which a project would be with exempted from a VMT analysis requirement: 1) projects exempt from CEQA analysis, 2) small projects, 3) local serving projects, 4) projects in transit priority areas, and 5) projects in low VMT areas. Using the CCTA methodologies, it appears that the proposed residential project will meet the exemption requirements for a low-VMT area. It should be noted that even if a project satisfies one or more of the screening criteria, lead agencies may still require a VMT analysis if there is evidence that the project has characteristics that might lead to a significant amount of VMT.

The following language is from the Project Screening section of the CCTA VMT methodologies and was applied to the proposed project:

2.5: Projects Located in Low VMT Areas. Residential and employment-generating projects located within a low VMT-generating area can be presumed to have a less-than-significant impact absent substantial evidence to the contrary. A low VMT area is defined as follows:

 For housing projects: Cities and unincorporated portions within CCTA’s five subregions4 that have existing home-based VMT per capita that is 85% or less of the existing County-wide average.

2.2 LEVEL OF SERVICE ANALYSIS METHODOLOGY

Although Level of Service (LOS) is no longer relevant to CEQA, LOS can be used to determine conformity with an adopted general plan or congestion management program. LOS is a qualitative measure that describes operational conditions as they relate to the traffic stream and perceptions by motorists and

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passengers. The LOS generally describes these conditions in terms of such factors as speed and travel time, delays, freedom to maneuver, traffic interruptions, comfort, convenience, and safety. The operational LOS are given letter designations from A to F, with A representing the best operating conditions (free- flow) and F the worst (severely congested flow with high delays). Intersections generally are the capacity- controlling locations with respect to traffic operations on arterial and collector streets in urban areas.

Signalized Intersections The study intersections under traffic signal control were analyzed using the 2010 Highway Capacity Manual (HCM) Operations Methodology for signalized intersections described in Chapter 18 (HCM 2010). This methodology determines LOS based on average control delay per vehicle for the overall intersection during peak hour intersection operating conditions. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. The average control delay for signalized intersections was calculated using Synchro 10 analysis software and was correlated to a LOS designation as shown in Table 1.

Table 1: Signalized Intersection Delay and LOS Definitions

Average Level of Service Description Control Delay

Signal progression is extremely favorable. Most vehicles arrive during the A green phase and do not stop at all. Short cycle lengths may also 10.0 or less contribute to the very low vehicle delay. Operations characterized by good signal progression and/or short cycle B lengths. More vehicles stop than with LOS A, causing higher levels of 10.1 to 20.0 average vehicle delay. Higher delays may result from fair signal progression and/or longer cycle lengths. Individual cycle failures may begin to appear at this level. The C 20.1 to 35.0 number of vehicles stopping is significant, though may still pass through the intersection without stopping. The influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable signal progression, D 35.1 to 55.0 long cycle lengths, or high volume-to-capacity (V/C) ratios. Many vehicles stop and individual cycle failures are noticeable. This is considered to be the limit of acceptable delay. These high delay values generally indicate poor signal progression, long cycle lengths, and E 55.1 to 80.0 high volume-to-capacity (V/C) ratios. Individual cycle failures occur frequently. This level of delay is considered unacceptable by most drivers. This condition often occurs with oversaturation, that is, when arrival flow rates greater than F exceed the capacity of the intersection. Poor progression and long cycle 80.0 lengths may also be major-contributing causes of such delay levels. Source: Highway Capacity Manual 2010, Chapter 18 (Transportation Research Board, 2010) Average Control Delay per Vehicle in seconds

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Unsignalized Intersections The study intersections under stop control (unsignalized) were analyzed using the 2010 HCM Operations Methodology for unsignalized intersections described in Chapter 20 (HCM 2010). LOS ratings for stop- sign controlled intersections are based on the average control delay expressed in seconds per vehicle. At the side street, one-way or two-way stop controlled intersections, the control delay is calculated for each movement, not for the intersection as a whole. For approaches composed of a single lane, the control delay is computed as the average of all movements in that lane. The weighted average delay for the entire intersections is presented for all-way stop controlled intersections. The average control delay for unsignalized intersections was calculated using Synchro 10 analysis software and was correlated to a LOS designation as shown in Table 2.

Table 2: Unsignalized Intersection Delay and LOS Definitions

Level of Service Description Average Control Delay

A Little or no traffic delay ≤10 B Short Traffic delays >10 – 15 C Average traffic delays >15 – 25 D Long traffic delays >25 – 35 E Very long traffic delays >35 – 50 F Extreme traffic delays >50 Source: Highway Capacity Manual 2010, Chapter 20 (Transportation Research Board, 2010) Average Control Delay per Vehicle in seconds

2.3 LEVEL OF SERVICE STANDARDS

Although level of service is no longer used for identifying impacts under CEQA, level of service analysis is still used for determining consistency with adopted agency plans and standards. Where standards refer to significant environmental impacts, this analysis instead identifies these as significant inconsistencies with adopted plans.

City of Pleasant Hill The City of Pleasant Hill General Plan has established performance benchmarks for signalized intersections and roadway segments within its jurisdiction. Outside the Central Business District, the LOS standard is LOS D. The projected-generated increase in traffic is considered to have a significant impact if it meets either of the following criteria:

 If intersection operations degrade from an acceptable level (LOS D or better) to an unacceptable level (LOS E or F).  For transportation facilities that fail to meet LOS standards (as defined above) under no project conditions, an increase in the average control delay of 5.0 seconds or greater above no project conditions is considered to be significant. There is no specified criteria for determining significant impacts to unsignalized intersections. For the purposes of this study, it was assumed that an unsignalized intersection experiences a significant inconsistency if the above conditions are met, and the intersection meets the MUTCD Peak Hour Signal Warrant during the same peak hour.

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Contra Costa Transportation Authority CMP Intersections In the project vicinity, Taylor Boulevard and Contra Costa Boulevard are designated as Routes of Regional Significance (RORS). The intersection of Taylor Boulevard/Sunvalley Boulevard & Contra Costa Boulevard is part of the CCTA Congestion Management Program (CMP) and subject to regular monitoring and separate LOS standards. The Congestion Management Program specifies level of service standards for intersections and RORS, but it does not provide specific thresholds of significance.

The LOS Standard for the CMP intersection of Taylor Boulevard/Sunvalley Boulevard & Contra Costa Boulevard is LOS E. For consistency with prior traffic studies in Pleasant Hill, Concord, and Walnut Creek, the projected-generated increase in traffic is considered to have a significant inconsistency with the CMP if an intersection meets either of the following criteria:

 If intersection operations degrade from an acceptable level (LOS E or better) to an unacceptable level (LOS F).  For transportation facilities that fail to meet LOS standards (as defined above) under no project conditions, an increase in the volume/capacity ratio by 0.03 or greater above no project conditions is considered to be significant.

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3.0 EXISTING CONDITIONS

This section describes existing conditions in the immediate project site vicinity, including roadway facilities, bicycle and pedestrian facilities, and available transit service. In addition, existing traffic volumes and operations are presented for the study intersections, including the results of LOS calculations.

3.1 EXISTING SETTING AND ROADWAY SYSTEM

Relevant roadways adjacent to the project site are discussed below:

Interstate 680 (I-680) is an eight- to twelve-lane freeway with a posted speed limit of 65 miles per hour (mph). The north-south freeway connects Pleasant Hill with nearby cities, such as Walnut Creek and Martinez, and regional destinations, such as San Jose and Sacramento. It also provides access to the greater freeway network with direct connections to Interstate 80, Interstate 780, State Route 4, State Route 24, and State Route 242.

Taylor Boulevard is a four-lane major arterial that runs generally east-west in the immediate project vicinity with a posted speed limit of 40 mph. The Pleasant Hill General Plan designates Taylor Boulevard as an expressway. West of Morello Avenue, Taylor Boulevard turns south and extends to Pleasant Hill Road. East of Contra Costa Boulevard, it changes its designation to Sunvalley Boulevard, then to Willow Pass Road east of I-680. On-street parking is prohibited, and continuous sidewalks are generally not provided. This roadway is also designated as a Route of Regional Significance by the Contra Costa County Transportation Authority (CCTA). Routes of Regional Significance are the most important streets in the County as designated by CCTA.

Contra Costa Boulevard is a four-lane, north-south arterial with a posted speed limit of 35 miles per hour near the project site. The facility is located on the west side of I-680 and extends from Pacheco in the north, where it is named Pacheco Boulevard, into Pleasant Hill, where it is named Contra Costa Boulevard. On-street parking is permitted along some sections of the roadway in Pleasant Hill, and sidewalks are present along both sides of the street. This roadway is also designated as a Route of Regional Significance by the Contra Costa County Transportation Authority (CCTA). Routes of Regional Significance are the most important streets in the County as designated by CCTA.

Lucille Lane/Norse Drive is a two-lane, north-south street with a posted speed of 25 mph, which changes designation at Taylor Boulevard. North of Taylor Boulevard, Norse Drive is a collector street that provides access to College Park High School and Diablo Valley College. South of Taylor Boulevard, Lucille Lane is a local street. On-street parking is prohibited near Taylor Boulevard.

Morello Avenue is a four-lane, generally north-south collector with a posted speed of 30 mph. Morello Avenue extends from Chilpancingo Parkway in the north to Taylor Boulevard in the south, where it changes designation to Mercury Way, a local street. Sidewalks are provided on both sides, and on-street parking is generally permitted.

Viking Drive is a two-lane collector with a posted speed of 25 mph. Viking Drive extends from Morello Avenue in the west to Contra Costa Boulevard in the east, where it connects to Sun Valley Mall. Sidewalks and bike lanes are provided on both sides along the full length of Viking Drive, with crosswalks at all

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major intersections. Viking Drive provides direct access to College Park High School, Valley View Middle School, and Diablo Valley College, with high-visibility, mid-block crosswalks located at the main college entrance on the south side of campus.

Paso Nogal Road is a two-lane, generally east-west street with a posted speed limit of 35 mph. East of Norse Drive, Paso Nogal Road is designated as a local street, and west of Norse Drive, it is a collector. Paso Nogal extends from Golf Club Road in the northeast to Morello Avenue in the west. Paso Nogal Road restarts to the northwest along Morello Avenue and extends to the south.

Golf Club Road is a two-to-four-lane arterial roadway that extends from Contra Costa Boulevard to Paso Nogal Road, with signalized intersections at Contra Costa Boulevard and Old Quarry Road. Golf Club Road provides the principal access to Diablo Valley College. It also provides access to residential uses and several small retail centers. Golf Club Road has a speed limit of 30 mph.

3.2 EXISTING PEDESTRIAN FACILITIES

Walkability is defined as the ability to travel easily and safely between various origins and destinations without having to rely on automobiles or other motorized travel. The ideal “walkable” community includes wide sidewalks, a mix of land uses such as residential, employment, and shopping opportunities, a limited number of conflict points with vehicle traffic, and easy access to transit facilities and services.

Pedestrian facilities consist of crosswalks, sidewalks, pedestrian signals, and off-street paths, which provide safe and convenient routes for pedestrians to access the destinations such as institutions, businesses, public transportation, and recreation facilities.

In the project vicinity, the study intersections which are signalized are equipped with countdown pedestrian signal heads and cross walks. Crosswalks are present at most of the unsignalized intersections. There are continuous sidewalks present on Norse Drive, Morello Avenue, Viking Drive, Stanmore Drive, Ruth Drive, and Contra Costa Boulevard. Sidewalks are present in some sections, but not continuous, on portions of Taylor Boulevard, Golf Club Road, Paso Nogal Road, and Lucille Lane. There is a gap in the sidewalk on the east side of Lucille Lane, between Taylor Boulevard and opposite of the project driveway, which is noted in the City’s 2020 Draft Pleasant Hill Bicycle and Pedestrian Master Plan and 2020-2025 Capital Improvement Plan. The asphalt paths on both sides of Taylor Boulevard between Morello Avenue and the Contra Costa Canal Trail are designated as part of the Contra Costa Canal Trail are designated as part of the Contra Costa Canal Trail. There is also an existing asphalt concrete path along the south side of Taylor Boulevard between the Contra Costa Canal Trail and Lucille Lane. These paths function as sidewalks along much of their length but are in poor condition. There are no sidewalks or paths on either side of Taylor Boulevard between Civic Center Drive and Ruth Drive, and west of Morello Avenue. The City’s 2020- 2025 Capital Improvement Plan includes adding a sidewalk on the norther side of Taylor Boulevard between Civic Center Drive and Ruth Drive and a signal with crosswalks at Civic Center Drive. Most nearby bus stops are accessible from the project site via existing sidewalks and crosswalks within the vicinity of the project site, and planned improvements would make all nearby stops accessible. The existing pedestrian facilities in the study area are shown in Figure 3.

P a g e | 14 Figure 3: Existing Pedestrian Facilities

Diablo Valley College

6 College Park High School

4 8 3 Taylor Blvd. 1 2 5 Harriet Dr.

LEGEND Project Site X Study Intersection Sidewalk N Crosswalk Path

065-050 | 03-05-2021 401 Taylor Boulevard Residential Traffic Impact Study

3.3 EXISTING BICYCLE FACILITIES

Bicycle paths, lanes and routes are typical examples of bicycle transportation facilities, which are defined by Caltrans as being in one of the following three classes: 1. Class I Multiuse Trail – a completely separated facility designed for the exclusive use of bicyclists and pedestrians with crossing points minimized. 2. Class II Bike Lane –a designated lane for the exclusive or semi-exclusive use of bicycles with through travel by motor vehicles or pedestrians prohibited, but with vehicle parking and cross-flows by pedestrians and motorists permitted. 3. Class III Bike Route –a route designated by signs or pavement markings and shared with pedestrians and motorists. 4. Class IV Separated Bikeway – an on-street facility reserved for use by bicyclists, with physical separation between the bikeway and travel lanes. Physical separation consists of vertical elements that may include curbs, landscaping, bollards, or parking lanes.

The Contra Costa Canal Trail is a Class I multiuse trail that passes close to the project site, running approximately parallel to Lucille Lane/Norse Drive and Paso Nogal Road. Between the project site and Morello Avenue, the trail runs parallel to Taylor Boulevard and functions as a sidewalk along the south side of the road. Class II bike lanes are provided on Taylor Boulevard, Viking Drive, and portions of Golf Club Road and Contra Costa Boulevard. Class II and Class III bike facilities are proposed on multiple other roadways in the project vicinity, as described in the 2020 Draft Pleasant Hill Bicycle and Pedestrian Master Plan and the 2020-2025 Capital Improvement Plan. Lucille Lane is identified as a future Class III bike route, and the City plans to upgrade the existing bike facilities on Taylor Boulevard to a Class IV separated bikeway. Overall, existing bicycle facilities provide adequate connectivity between the proposed project site and nearby destinations. The existing and proposed bicycle facilities in the study area are shown in Figure 4.

P a g e | 16 Figure 4: Existing Bicycle Facilities

Diablo Valley College 7

6 College Park High School

4 8 3 Taylor Blvd. 1 2 5 Harriet Dr.

LEGEND Project Site X Study Intersection Class I Multiuse Trail Class II Bike Lane Class III Bike Route N Class IV Separated Bikeway Planned Facility

065-050 | 03-05-2021 401 Taylor Boulevard Residential Traffic Impact Study

3.4 EXISTING TRANSIT FACILITIES

Existing transit service to the project is provided by Contra Costa County Transit District (County Connection) and the Bay Area Rapid Transit system (BART). Such services are described below. It should be noted that the COVID-19 pandemic has resulted in substantially decreased transit demand throughout the region, leading to reduced service hours and frequency across multiple transit agencies. It is expected that service hours and frequency will be expanded when transit demand returns to more typical levels.

County Connection – County Connection provides bus service to various communities in central Contra Costa County including Pleasant Hill. It operates local and school buses and is a paratransit service provider. Buses are generally equipped with front-loading racks that can hold up to two bicycles. In the immediate vicinity of the proposed project, Bus Routes #9, #18, #19, #20, #28, #314, #316, #320, and # 98X, provide service to the project site and vicinity. Table 3 summarizes existing bus service in the project vicinity.

BART - BART provides passenger service within the metropolitan Bay Area. BART currently has five main operating lines: Antioch-SFO/Millbrae, Dublin/Pleasanton-Daly City, Berryessa/North San Jose-Richmond, Berryessa/North San Jose-Daly City, and Richmond-Millbrae There are also connectors to Oakland International Airport (OAK) and San Francisco International Airport (SFO). BART operates between 5:00 a.m. and 9:00 on weekdays and between 8:00 a.m. and 9:00 p.m. on weekends. During the a.m. and p.m. peak commute periods, train service runs at 15-minute intervals to each destination. The closest BART station is located in Pleasant Hill on the east side of I-680 near the Treat Boulevard interchange. This station is situated along the Antioch-SFO/Millbrae line.

The existing transit facilities in the study area are shown in Figure 5.

Table 3: Existing Bus Services Weekdays Weekend Route From To Operating Headway Operating Headway # Hours (minutes) Hours (minutes) Diablo Valley Walnut Creek 6:00 a.m. – 9 60 … … College BART 9:30 p.m. Martinez Pleasant Hill 6:00 am. – 18 80 … … Amtrak BART 9:30 p.m. Martinez 7:00 a.m. – 19 Concord BART 90 … … Amtrak 7:30 p.m. Diablo Valley 6:00 a.m. – 20 Concord BART 15-30 … … College 10:30 p.m. Martinez 6:45 a.m. – 28 Concord BART 60 … … Amtrak 6:30 p.m. Diablo Valley 7:00 a.m. – 314 Concord BART … … 30 College 8:00 p.m. Martinez Pleasant Hill 7:00 a.m. – 316 … … 75 Amtrak BART 7:30 p.m. Diablo Valley 10:00 a.m. – 320 Concord BART … … 30 College 7:00 p.m. Walnut Creek 5:45 a.m. – 30 peak/ 98X Martinez … … BART 7:30 p.m. 60 off-peak Source: County Connection website https://countyconnection.com/routes/ accessed February 8, 2021

P a g e | 18 Figure 5: Existing Transit Facilities

98x 28 19 18

Diablo Valley College 7

6 College Park 20 High School

4 8 3 Taylor Blvd. 1 2 5 Harriet Dr. 18 9

98x

LEGEND Project Site X Study Intersection Bus Stop Local Bus Route Express Bus Route N Weekend Bus Route

065-050 | 03-05-2021 401 Taylor Boulevard Residential Traffic Impact Study

3.5 EXISTING TRAFFIC CONDITIONS

TJKM evaluated existing traffic conditions at selected study intersections during the a.m. and p.m. peak hours on a typical weekday. Intersection turning movement counts of vehicles, bicycles, and pedestrians were collected during weekday a.m. peak period (7:00-9:00 a.m.) and p.m. peak period (4:00-6:00 p.m.) on April 23 and May 21, 2019. Radar spot speed surveys were conducted on May 22 at two locations on Lucille Lane near the project site, at off-peak times. The observed 85th percentile speeds were approximately 35 mph, whereas the posted speed limit is 25 mph.

The traffic count data are included in Appendix A. The existing lane geometries and traffic control at each study intersection are illustrated on Figure 6 and intersection turning movement volumes at each study intersection are illustrated on Figure 7.

P a g e | 20 Intersection#1# Intersection#2# Intersection#3# Intersection#4 Taylor Blvd. & Taylor Blvd. & Taylor Blvd. & Taylor Blvd./Sunvalley Blvd. & Norse Dr./Lucille Ln. Civic Dr. Ruth Dr. Contra Costa Blvd.

Taylor Blvd. Taylor Blvd. Taylor Blvd. Sunvalley Blvd. STOP

Taylor Blvd.

Intersection#5# Intersection#6# Intersection#7# Intersection#8 Taylor Blvd. & Norse Dr. & Paso Nogal Rd. & Norse Dr. &

Morello Ave. Viking Dr. Norse Dr. Civic Dr.

Paso Nogal Rd. STOP STOP

Taylor Blvd. Viking Dr. STOP Driveway Civic Dr.

STOP STOP

Intersection#9 Lucille Ln. & Project Dwy.

Project Dwy. Diablo Valley College

6 College Park High School

4 8 3 Taylor Blvd. 1 2 5 Harriet Dr. 1

LEGEND Project Site N X Study Intersection

065-050 | 03-05-2021 401 Taylor Boulevard Residential Traffic Impact Study

3.6 INTERSECTION LEVEL OF SERVICE ANALYSIS – EXISTING CONDITIONS

This scenario evaluates the study intersections based on existing traffic volumes, lane geometry and traffic controls, as described above. The peak hour factors calculated from the existing turning movement counts were used for the study intersections for the Existing Conditions analysis. The results of the LOS analysis using the HCM 2010 methodology and Synchro 10 software program for Existing Conditions are summarized in Table 4. Field verification of existing intersections, lane configurations, and traffic controls were also conducted and provided the basis for the LOS analysis for Existing Conditions.

Under this scenario, all but three of the study intersections operate within applicable jurisdictional standards during the a.m. peak hour, and all study intersections operate acceptably in the p.m. peak hour. The signalized intersection of Taylor Boulevard & Norse Drive/Lucille Lane operates at LOS E during the a.m. peak hour and LOS C during the p.m. peak hour. The unsignalized intersections of Taylor Boulevard & Civic Drive and Norse Drive & Viking Drive both operate at LOS F during the a.m. peak hour and LOS C or better during the p.m. peak hour.

A peak hour signal warrant analysis was conducted for the two unsignalized intersections that operate at unacceptable LOS, to determine if a traffic signal is warranted. A signal is warranted at Taylor Boulevard & Civic Drive, during the a.m. peak hour only. A signal is not warranted at Norse Drive & Viking Drive. It should be noted that signalization of the Taylor Boulevard & Civic Drive intersection is included in the 2020-2025 Capital Improvement Plan as a fully funded future improvement. LOS and peak hour signal warrant worksheets are provided in Appendix B.

P a g e | 22 401 Taylor Boulevard Residential Traffic Impact Study

Table 4: Intersection Level of Service Analysis – Existing Conditions

Existing Conditions Intersection Peak ID Intersection Control Hour Average LOS² Delay¹ Taylor Blvd. & Norse Dr./ AM 56.5 E 1 Signal Lucille Ln. PM 28.0 C One-Way AM 106.7 F 2 Taylor Blvd. & Civic Dr. Stop Control PM 23.3 C AM 17.1 B 3 Taylor Blvd. & Ruth Dr. Signal PM 10.1 B Taylor Blvd./Sunvalley Blvd. AM 28.2 C 4 Signal & Contra Costa Blvd.* PM 28.9 C AM 30.5 C 5 Taylor Blvd. & Morello Ave. Signal PM 26.4 C All-Way AM 55.8 F 6 Norse Dr. & Viking Dr. Stop Control PM 12.0 B All-Way Stop AM 11.5 B 7 Paso Nogal Rd. & Norse Dr. Control PM 12.0 B All-Way AM 28.7 D 8 Norse Dr. & Civic Dr. Stop Control PM 10.5 B One-Way AM 0.0 A 9 Lucille Ln. & Project Dwy. Stop Control PM 12.0 B Notes: AM – morning peak hour, PM – evening peak hour 1. Whole intersection weighted average control delay expressed in seconds per vehicle for signalized and all-way stop controlled intersections. Total control delay for the worst movement is presented for side-street stop – controlled intersections. 2. LOS = Level of Service * CMP intersections with LOS E threshold Bold indicates unacceptable operational conditions based on applicable jurisdictional standards.

P a g e | 23 Intersection#1# Intersection#2# Intersection#3# Intersection#4 Taylor Blvd. & Taylor Blvd. & Taylor Blvd. & Taylor Blvd./Sunvalley Blvd. & Norse Dr./Lucille Ln. Civic Dr. Ruth Dr. Contra Costa Blvd.

210 (83) 39 (30) 508 (362) 778 (653) 1225 (787) 993 (489) 133 (54) 333 (147) 55 (36) 541 (336) Taylor Blvd. 1005 (745) Taylor Blvd. Taylor Blvd. Sunvalley Blvd.

155 (86) Taylor Blvd. 31(35) 115 (227) 613 (925) 733 (1184) 570 (792 ) 74 (71) 146 (78) 42 (38) 201 (203) 694 (1106)

Intersection#5# Intersection#6# Intersection#7# Intersection#8 Taylor Blvd. & Norse Dr. & Paso Nogal Rd. & Norse Dr. & Morello Ave. Viking Dr. Norse Dr. Civic Dr.

92 (159) 85 ( ) 260 (248) Paso Nogal Rd. 57 (49) 24 (34) 675 (515) 134 (110) 4 (0) 15 (34) 76 (62) 187 (115) 174 (62) Taylor Blvd. 215 (60) Viking Dr. Driveway Civic Dr.

262 (357) 18 (62) 1 (14) 530 (813) 247 (127) 4 (1) 9 (27) 42 (37) 8 (110)

Intersection#9 Lucille Ln. & Project Dwy.

Project Dwy. Diablo Valley College 0 (21) 3 (0) 7

6 College Park High School

4 8 3 Taylor Blvd. 1 2 5 Harriet Dr. 1

LEGEND Project Site

X Study Intersection N XX AM Peak Hour Volumes (XX) PM Peak Hour Volumes

065-050 | 03-05-2021 401 Taylor Boulevard Residential Traffic Impact Study

4.0 EXISTING PLUS PROJECT CONDITIONS

This analysis scenario presents the impacts of the proposed project at the study intersections and surrounding roadway system. This scenario is identical to Existing Conditions, but with the addition of traffic from the proposed project. The project would replace an existing 37,670 square foot (sq. ft.) office building with 31 single family homes. In addition, six of the homes would include an attached accessory dwelling unit (ADU). The existing building is currently partially occupied by the administrative headquarters and bookstore for the Northern California Conference of Seventh-day Adventists.

4.1 VEHICLE MILES TRAVELED

As noted in section 2.1, the proposed project was evaluated using screening criteria adopted by CCTA, based on existing vehicle miles traveled (VMT) generated in the project area. For projects in areas with a similar mix of existing uses, residential projects are screened out if the home-based VMT per resident is at least 15 percent below the countywide average. The CCTA guidelines specify that a residential project would have a significant impact if it generates commute VMT per employee greater than 15 percent below the countywide average.

It should be noted that the CCTA travel demand model year 2020 is a simulation, based on data collected prior to the most recent decennial model update in 2016. The 2020 simulated baseline traffic conditions are therefore unaffected by actual pandemic-related traffic disruptions that occurred in 2020.

VMT Generated Per resident The proposed project would construct 31 new single family homes and six accessory dwelling units on a site surrounded by similar low-density single family residential developments. The CCTA travel demand model generates simulated daily weekday VMT per capita by traffic analysis zone (TAZ) within Contra Costa County and throughout the Bay Area, for commute VMT per employee and residential VMT per capita. The project site is within the boundaries of an existing TAZ (#20066) that contains similar single family residential subdivisions under existing conditions. As shown in Table 5, the residential VMT per capita generated in this TAZ is 14.6.

For the year 2020, the countywide residential VMT per capita generated by the CCTA travel demand model is 19.78. The corresponding threshold to consider a location to have low VMT, 15 percent below the countywide average, is 16.81. There is no apparent evidence that the project would generate more VMT than the surrounding area. Based on the CCTA screening criteria, the proposed project is expected to cause a less-than-significant impact under CEQA and is exempt from further VMT analysis.

Table 5: Year 2020 VMT Generation

Total Residential Residential VMT TAZ # Description Population VMT per Capita South of Taylor Blvd., between Lucille Lane 20066 983 14,357 14.6 and Pleasant Hill Road Notes: Source: CCTA travel demand model, baseline year 2020, Kittelson & Associates (2016)

P a g e | 25 401 Taylor Boulevard Residential Traffic Impact Study

4.2 PROJECT TRIP GENERATION

TJKM developed estimated project trip generation for the proposed project based on published trip generation rates from the ITE publication Trip Generation (10th Edition). TJKM used published trip rates for the ITE land use Single Family Detached Housing (ITE Code 210) for this project. It was conservatively assumed that the six attached accessory dwelling units would have similar trip generation characteristics as Multifamily Housing (Low-Rise) (ITE Code 220). Driveway counts were conducted on April 23, 2019, in order to establish the peak hour trips generated by the existing uses and deduct those trips from the project trip generation. The proposed project is expected to generate 337 total daily trips, including 13 net new a.m. peak hour trips (-6 in, 19 out) and seven net new p.m. peak hour trips (16 in, -9 out).

Table 6 shows the trips expected to be generated by the proposed project.

Table 6: Project Trip Generation Daily AM Peak PM Peak Land Use2 Size2 Rate Trips Rate In:Out In Out Total Rate In:Out In Out Total

Proposed Uses Single-Family Detached 31 DU 9.44 293 0.74 25:75 6 17 23 0.99 63:37 20 11 31 Housing (210) Multifamily Housing 6 DU 7.32 44 0.46 23:77 1 2 3 0.56 63:37 2 1 3 (Low-Rise) (220) Existing Uses3 13 0 13 6 21 27 Total 337 -6 19 13 16 -9 7 Notes: 1. Trip Generation, 10th Edition, Institute of Transportation Engineers (ITE), 2017 2. DU: dwelling unit 3. Driveway counts conducted on April 23, 2019.

4.3 PROJECT TRIP DISTRIBUTION AND ASSIGNMENT

Trip distribution is a process that determines in what proportion vehicles would be expected to travel between the project site and various destinations outside the project study area. Assignment determines the various routes that vehicles would take from the project site to each destination using the calculated trip distribution. As directed by City of Pleasant Hill Staff, separate trip distribution assumptions were used for the existing and proposed uses. The net trip assignment incorporates both existing trips removed from the roadway and new trips added.

Trip distribution of existing trips was estimated based on expected commute patterns for employees at an office use. It should be noted that while the total number of existing trips to and from the site is based on field observations, the distribution of those trips is approximate. The distribution assumptions applied to the existing use are as follows:

 70 percent to/from Sunvalley Boulevard, to I-680 and Willow Pass Road  30 percent to/from Taylor Boulevard to the west

P a g e | 26 401 Taylor Boulevard Residential Traffic Impact Study

Trip distribution assumptions for the proposed development project were developed based on the existing travel patterns and TJKM’s knowledge of the study area, in consultation with City of Pleasant Hill Staff. The distribution assumptions for the proposed project are as follows:

 50 percent to/from Sunvalley Boulevard, to I-680 and Willow Pass Road  15 percent to/from Taylor Boulevard to the west  10 percent to/from Contra Costa Boulevard to the north  Five percent to/from Contra Costa Boulevard to the south  10 percent to/from Viking Road east of Norse Drive  10 percent to/from Lucille Lane south of the project

Figure 8 illustrates the trip distribution and trip assignment at the study intersections, including existing trips, gross project trips, and net new trips generated by the proposed development. The net new project trips were then added to traffic volumes under Existing Conditions to generate Existing plus Project Conditions traffic volumes.

P a g e | 27 Figure 8a: Existing Trip Distribution and Assignment - Estimated

Intersection#1# Intersection#2# Intersection#3# Intersection#4 Taylor Blvd. & Taylor Blvd. & Taylor Blvd. & Taylor Blvd./Sunvalley Blvd. & Norse Dr./Lucille Ln. Civic Dr. Ruth Dr. Contra Costa Blvd.

9 (4) 9 (4) 9 (4) 9 (4) Taylor Blvd. Taylor Blvd. Taylor Blvd. Sunvalley Blvd. 4 (2) Taylor Blvd. 0 (15) 0 (0) 0 (15) 0 (15) 0 (0)

Intersection#5# Intersection#6# Intersection#7# Intersection#8 Taylor Blvd. & Norse Dr. & Paso Nogal Rd. & Norse Dr. & Morello Ave. Viking Dr. Norse Dr. Civic Dr.

Paso Nogal Rd.

0 (6) 0 (0) Taylor Blvd. Driveway Civic Dr. Viking Dr. 4 (2)

Intersection#9 Lucille Ln. & Project Dwy.

Project Dwy. Diablo Valley 0 (21) College

0 (0) 7

6 College Park High School

70% Existing

4 8 3 Taylor Blvd. 1 2 5 Harriet Dr. 1

30% 2 Existing

LEGEND Project Site X Study Intersection % Estimated Existing Trip Distribution Project Driveway N XXAM Peak Hour Volumes (XX)PM Peak Hour Volumes

065-050 | 03-05-2021 Figure 8b: Gross Trip Distribution and Assignment

Intersection#1# Intersection#2# Intersection#3# Intersection#4 Taylor Blvd. & Taylor Blvd. & Taylor Blvd. & Taylor Blvd./Sunvalley Blvd. & Norse Dr./Lucille Ln. Civic Dr. Ruth Dr. Contra Costa Blvd.

4 (14) 3 (11) 4 (14) 4 (14) Taylor Blvd. Taylor Blvd. Taylor Blvd. Sunvalley Blvd. 1 (4) Taylor Blvd. 12 (8) 2 (1) 12 (8) 10 (6) 0 (1)

Intersection#5# Intersection#6# Intersection#7# Intersection#8 Taylor Blvd. & Norse Dr. & Paso Nogal Rd. & Norse Dr. & Morello Ave. Viking Dr. Norse Dr. Civic Dr.

Paso Nogal Rd.

3 (2) 1 (2) Taylor Blvd. Driveway Civic Dr. Viking Dr. 1 (4)

Intersection#9 Lucille Ln. & Project Dwy.

10%

Project Dwy. Diablo Valley 17 (11) College

2 (1) 7

10% 6 College Park High School

50%

4 8 3 Taylor Blvd. 1 2 15% 5 Harriet Dr. 1

2 5%

LEGEND 10% Project Site X Study Intersection % Proposed Trip Distribution Project Driveway N XXAM Peak Hour Volumes (XX)PM Peak Hour Volumes

065-050 | 03-05-2021 Figure 8c: Net New Project Trip Distribution and Assignment

Intersection#1# Intersection#2# Intersection#3# Intersection#4 Taylor Blvd. & Taylor Blvd. & Taylor Blvd. & Taylor Blvd./Sunvalley Blvd. & Norse Dr./Lucille Ln. Civic Dr. Ruth Dr. Contra Costa Blvd.

-5 (10) -5 (10) -6 ( 7) -5 (10) Taylor Blvd. Taylor Blvd. Taylor Blvd. Sunvalley Blvd. -3 (2) Taylor Blvd. 12 (-7) 2 (1) 12 (-7) 10 (-9) 0 (1)

Intersection#5# Intersection#6# Intersection#7# Intersection#8 Taylor Blvd. & Norse Dr. & Paso Nogal Rd. & Norse Dr. & Morello Ave. Viking Dr. Norse Dr. Civic Dr.

Paso Nogal Rd.

3 (-4) 1 (2) Taylor Blvd. Driveway Civic Dr. Viking Dr. -3 (2)

Intersection#9 Lucille Ln. & Project Dwy.

10%

Project Dwy. Diablo Valley 17 (-10) College

2 (1) 7

10% 6 College Park High School

50%

4 8 3 Taylor Blvd. 1 2 15% 5 Harriet Dr. 1

2 5%

LEGEND 10% Project Site X Study Intersection % Proposed Trip Distribution Project Driveway N XXAM Peak Hour Volumes (XX)PM Peak Hour Volumes

065-050 | 03-05-2021 401 Taylor Boulevard Residential Traffic Impact Study

4.4 INTERSECTION LEVEL OF SERVICE ANALYSIS – EXISTING PLUS PROJECT CONDITIONS

The intersection LOS analysis results for Existing plus Project Conditions are summarized in Table 6.

Under this scenario, all but three of the study intersections would continue to operate within applicable jurisdictional standards during the a.m. peak hour, and all study intersections operate acceptably in the p.m. peak hour. The signalized intersection of Taylor Boulevard & Norse Drive/Lucille Lane would continue to operate at LOS E during the a.m. peak hour, with an increase in delay of 1.1 seconds, and LOS C during the p.m. peak hour. The unsignalized intersection of Taylor Boulevard & Civic Drive would continue to operate at LOS F during the a.m. peak hour, with a decrease in delay due to a net reduction in westbound traffic. The unsignalized intersection of Norse Drive & Viking Drive would continue to operate at LOS F during the a.m. peak hour, with an increase in delay of 1.2 seconds. The project would be consistent with level of service standards set forth under the Pleasant Hill General Plan and CCTA Congestion Management Program.

A peak hour signal warrant analysis was also conducted for the two unsignalized intersections that operate at unacceptable LOS, to determine if a traffic signal is warranted. A signal is warranted at Taylor Boulevard & Civic Drive, during the a.m. peak hour only. A signal is not warranted at Norse Drive & Viking Drive. It should be noted that signalization of the Taylor Boulevard & Civic Drive intersection is included in the 2020-2025 Capital Improvement Plan as a fully funded future improvement.

Figure 9 shows projected turning movement volumes at all the study intersections for Existing plus Project Conditions. LOS and peak hour signal warrant worksheets are provided in Appendix C.

P a g e | 31 401 Taylor Boulevard Residential Traffic Impact Study

Table 7: Intersection Level of Service Analysis – Existing plus Project Conditions Existing Existing plus Intersection Peak Conditions Project Conditions ID Intersection Control Hour Average Average Change Signal LOS² LOS² Delay¹ Delay¹ in Delay3 Warranted? Taylor Blvd. & Norse Dr./ AM 56.5 E 57.6 E 1.1 1 Signal Lucille Ln. PM 28.0 C 28.2 C 0.2 One-Way AM 106.7 F 103.4 F -3.3 Yes 2 Taylor Blvd. & Civic Dr. Stop Control PM 23.3 C 23.5 C 0.2 No AM 17.1 B 17.1 B 0.0 3 Taylor Blvd. & Ruth Dr. Signal PM 10.1 B 10.1 B 0.0 Taylor Blvd./Sunvalley Blvd. AM 28.2 C 28.2 C 0.0 4 Signal & Contra Costa Blvd.* PM 28.9 C 28.8 C -0.1 AM 30.5 C 30.6 C 0.1 5 Taylor Blvd. & Morello Ave. Signal PM 26.4 C 26.1 C -0.3 All-Way AM 55.8 F 57.9 F 2.1 No 6 Norse Dr. & Viking Dr. Stop Control PM 12.0 B 12.1 B 0.1 No All-Way Stop AM 11.5 B 11.5 B 0.0 7 Paso Nogal Rd. & Norse Dr. Control PM 12.0 B 12.0 B 0.0 All-Way AM 28.7 D 29.2 D 0.5 8 Norse Dr. & Civic Dr. Stop Control PM 10.5 B 10.5 B 0.0 One-Way AM 0.0 A 15.2 C 15.2 9 Lucille Ln. & Project Dwy. Stop Control PM 12.0 B 11.8 B -0.2 Notes: AM – morning peak hour, PM – evening peak hour, Weekend – Saturday noon peak hour, Bold indicates unacceptable operational conditions based on applicable jurisdictional standards. Red indicates significant impact. 1. Whole intersection weighted average control delay expressed in seconds per vehicle for signalized and all-way stop controlled intersections. Total control delay for the worst movement is presented for side-street stop – controlled intersections. 2. LOS = Level of Service 3. Change in average delay between Existing and Existing plus Project Conditions. Average delay may be reduced with the addition of project traffic to non-critical movements. 4. Change in critical volume to capacity ratio between Existing and Existing plus Project Condition * CMP intersections with LOS E threshold.

4.5 INTERSECTION QUEUING ANALYSIS

The 95th percentile queue lengths were calculated at the signalized study intersections under Existing and Existing plus Project Conditions. The project would add trips to dedicated left- and right-turn lanes at two of the four intersections with dedicated turn lanes. Table 8 details the existing traffic volumes, added project trips, and queue lengths at all dedicated turn lanes at the signalized study intersections. For locations with dual turn lanes providing varying amounts of storage, the average storage length is provided. The 95th percentile queue lengths are rounded to the nearest five feet and assume an average vehicle length of 25 feet. Queue lengths are averaged among all lanes within a lane group.

Under Existing Conditions, the intersections of Taylor Boulevard & Norse Drive/Lucille Lane, Taylor Boulevard/Sunvalley Boulevard & Contra Costa Boulevard, and Taylor Boulevard & Morello Avenue would experience queue overflows at one or more turn lanes, during one or both peak hours. Under Existing plus Project Conditions, the same turn lanes would continue to experience overflows during the same peak hours, although with no increases in queue lengths. The addition of project trips would not cause any new queue overflows or increase any existing overflows. Queuing worksheets for each scenario are provided in Appendix B and Appendix C.

P a g e | 32 401 Taylor Boulevard Residential Traffic Impact Study

Table 8. 95th Percentile Queue Lengths at Selected Turn Lanes – Existing and Existing plus Project Conditions Existing Existing plus

Conditions Project Conditions Net Lane Storage Peak Existing Queue Queue Change ID Study Intersection Project Group Length Hour Volume Length Length in Queue Trips 1 Taylor Blvd. & Eastbound AM 155 0 240 240 0 170 Norse Dr./Lucille Ln. Left PM 86 0 115 115 0 Westbound AM 134 -5 150 145 -5 110 Left PM 54 10 90 105 15 Northbound AM 98 12 20 20 0 190 Right PM 113 -7 35 35 0 3 Taylor Blvd. & Eastbound AM 31 0 35 35 0 340 Ruth Dr. Left PM 35 0 35 35 0 Westbound AM 55 0 55 55 0 290 Left PM 36 0 35 35 0 4 Taylor Blvd./ Eastbound AM 115 2 55 55 15 260 Sunvalley Blvd. & Left PM 227 1 105 105 0 Contra Costa Blvd. Eastbound AM 200 0 45 45 0 100 Right PM 203 1 60 60 0 Westbound AM 541 0 235 235 0 380* Left PM 336 0 165 165 0 Westbound AM 508 0 200 200 0 225 Right PM 362 0 130 130 0 Northbound AM 136 0 70 70 0 210 Left PM 226 1 95 95 0 Northbound AM 302 0 60 60 0 275 Right PM 519 0 370 370 0 Southbound AM 207 0 105 105 0 300* Left PM 385 0 185 185 0 Southbound AM 193 1 45 45 0 225 Right PM 140 2 40 40 0 5 Taylor Blvd. & Eastbound AM 262 0 345 345 0 270 Morello Ave. Left PM 357 0 350 345 -5 Eastbound AM 9 0 0 0 0 190 Right PM 27 0 0 0 0 Westbound AM 15 0 30 30 0 240 Left PM 34 0 45 45 0 Northbound AM 32 0 0 0 0 50 Right PM 19 0 0 0 0 Southbound AM 279 0 75 75 0 90 Right PM 217 0 50 50 0 Notes: 95th percentile queue lengths expressed in feet, rounded to the nearest five feet * Average storage per lane, where dual turn lanes provide different storage lengths Bold indicates queue length exceeds storage capacity Red indicates queue length increases by more than one vehicle length

P a g e | 33 Intersection#1# Intersection#2# Intersection#3# Intersection#4 Taylor Blvd. & Taylor Blvd. & Taylor Blvd. & Taylor Blvd./Sunvalley Blvd. & Norse Dr./Lucille Ln. Civic Dr. Ruth Dr. Contra Costa Blvd.

210 (83) 39 (30) 508 (362) 778 (653) 1220 (797) 987 (496) 129 (64) 333 (147) 55 (36) 541 (336) Taylor Blvd. 1,000 (755) Taylor Blvd. Taylor Blvd. Sunvalley Blvd.

155 (86) Taylor Blvd. 31(35) 118 (228) 613 (925) 745 (1,178) 580 (783 ) 72 (73) 146 (78) 42 (38) 200 (204) 706 (1,099)

Intersection#5# Intersection#6# Intersection#7# Intersection#8 Taylor Blvd. & Norse Dr. & Paso Nogal Rd. & Norse Dr. & Morello Ave. Viking Dr. Norse Dr. Civic Dr.

92 (159) 85 ( ) 260 (248) Paso Nogal Rd. 57 (49) 24 (34) 678 (511) 134 (110) 4 (0) 15 (34) 77 (64) 187 (115) 174 (62) Taylor Blvd. 215 (60) Viking Dr. Driveway Civic Dr.

262 (357) 18 (62) 1 (14) 527 (815) 247 (127) 4 (1) 9 (27) 42 (37) 8 (110)

Intersection#9 Lucille Ln. & Project Dwy.

Project Dwy. Diablo Valley College 17 (11) 2 (1) 7

6 College Park High School

4 8 3 Taylor Blvd. 1 2 5 Harriet Dr. 1

LEGEND Project Site

X Study Intersection N XX AM Peak Hour Volumes (XX) PM Peak Hour Volumes

065-050 | 03-05-2021 401 Taylor Boulevard Residential Traffic Impact Study

5.0 BACKGROUND (EXISTING PLUS APPROVED AND REASONABLY FORESEABLE PROJECTS) CONDITIONS

This scenario is similar to Existing Conditions, but with the addition of traffic from approved and other reasonably foreseeable developments within the vicinity of the proposed project. The projects included in Background Conditions were selected in consultation with City of Pleasant Hill staff at the time of the prior traffic study, with the addition of new development applications as of January, 2021. It should be noted that some developments included under Background Conditions may have been completed and partly or fully occupied after the traffic counts for Existing Conditions were collected in 2019.

Approved and other reasonably foreseeable developments located within the immediate vicinity of the project and relevant to this analysis are:

 DeNova Subdivision (18 homes), Taylor Boulevard at Mercury Way  CarMax Development, Chilpancingo Parkway at Old Quarry Road  Blake-Griggs multi-family development (210 apartments), 85 Cleaveland Road  61 Chilpancingo Parkway commercial development  DVC Plaza Redevelopment, 180-280 Golf Club Road  Livewire Gaming Café, 741 Contra Costa Boulevard  Mathnasium Tutoring Center, 1300 Contra Costa Boulevard  Choice in Aging expansion, 490 Golf Club Road  Kid Time Inc. Day Care, 1942 Linda Drive

Figure 10 shows projected turning movement volumes at all the study intersections for Background No- Project Conditions for a.m. and p.m. peak hours.

5.1 INTERSECTIONS LEVEL OF SERVICE ANALYSIS – BACKGROUND NO-PROJECT CONDITIONS

The results of the LOS analysis using the HCM 2010 methodology and Synchro 10 software program for Background Conditions are summarized in Table 9. Under this scenario, all but three of the study intersections would continue to operate within applicable jurisdictional standards during the a.m. peak hour, and all study intersections operate acceptably in the p.m. peak hour. The signalized intersection of Taylor Boulevard & Norse Drive/Lucille Lane would continue to operate at LOS E during the a.m. peak hour and LOS C during the p.m. peak hour. The unsignalized intersections of Taylor Boulevard & Civic Drive and Norse Drive & Viking Drive would both continue to operate at LOS F during the a.m. peak hour and LOS B or better during the p.m. peak hour.

A peak hour signal warrant analysis was conducted for the two unsignalized intersections that operate at unacceptable LOS during either peak hour, to determine if a traffic signal is warranted. A signal is warranted at Taylor Boulevard & Civic Drive, during the a.m. peak hour only. A signal is not warranted at Norse Drive & Viking Drive. It should be noted that signalization of the Taylor Boulevard & Civic Drive intersection is included in the 2020-2025 Capital Improvement Plan as a fully funded future improvement. LOS and peak hour signal warrant worksheets are provided in Appendix D.

P a g e | 35 401 Taylor Boulevard Residential Traffic Impact Study

Table 9: Intersection Level of Service Analysis –Background Conditions Background Intersection Peak Conditions ID Intersection Control Hour Average LOS² Delay¹ Taylor Blvd. & Norse Dr./ AM 58.2 E 1 Signal Lucille Ln. PM 28.6 C One-Way AM 108.4 F 2 Taylor Blvd. & Civic Dr. Stop Control PM 23.7 C AM 17.2 B 3 Taylor Blvd. & Ruth Dr. Signal PM 10.2 B Taylor Blvd./Sunvalley Blvd. AM 28.7 C 4 Signal & Contra Costa Blvd.* PM 29.9 C AM 31.1 C 5 Taylor Blvd. & Morello Ave. Signal PM 26.6 C All-Way AM 58.3 F 6 Norse Dr. & Viking Dr. Stop Control PM 12.1 B All-Way Stop AM 11.5 B 7 Paso Nogal Rd. & Norse Dr. Control PM 12.2 B All-Way AM 29.5 D 8 Norse Dr. & Civic Dr. Stop Control PM 10.5 B One-Way AM 0.0 A 9 Lucille Ln. & Project Dwy. Stop Control PM 12.0 B Notes: AM – morning peak hour, PM – evening peak hour 1. Whole intersection weighted average control delay expressed in seconds per vehicle for signalized and all-way stop controlled intersections. Total control delay for the worst movement is presented for side-street stop – controlled intersections. 2. LOS = Level of Service * CMP intersections with LOS E threshold Bold indicates unacceptable operational conditions based on applicable jurisdictional standards.

P a g e | 36 Intersection#1# Intersection#2# Intersection#3# Intersection#4 Taylor Blvd. & Taylor Blvd. & Taylor Blvd. & Taylor Blvd./Sunvalley Blvd. & Norse Dr./Lucille Ln. Civic Dr. Ruth Dr. Contra Costa Blvd.

210 (83) 39 (30) 512 (367) 783 (661) 1,230 (795) 994 (494) 134 (54) 333 (147) 55 (36) 549 (352) 1,010 (753) Taylor Blvd. Taylor Blvd. Taylor Blvd. Sunvalley Blvd.

158 (93) Taylor Blvd. 31 (35) 129 (238) 620 (932) 740 (1,192) 575 (795) 75 (71) 146 (78) 42 (38) 202 (207) 701 (1113)

Intersection#5# Intersection#6# Intersection#7# Intersection#8 Taylor Blvd. & Norse Dr. & Paso Nogal Rd. & Norse Dr. & Morello Ave. Viking Dr. Norse Dr. Civic Dr.

93 (161) 86 (93) 260 (248) Paso Nogal Rd. 57 (49) 24 (34) 676 (519) 134 (110) 4 (0) 16 (39) 76 (62) 189 (119) 174 (62) Taylor Blvd. 215 (60) Viking Dr. Driveway Civic Dr.

262 (357) 18 (62) 1 (14) 533 (820) 247 (127) 4 (1) 10 (31) 42 (37) 8 (110)

Intersection#9 Lucille Ln. & Project Dwy.

Project Dwy. Diablo Valley College 0 (21) 0 (0) 7

6 College Park High School

4 8 3 Taylor Blvd. 1 2 5 Harriet Dr. 1

LEGEND Project Site

X Study Intersection N XX AM Peak Hour Project Trips (XX) PM Peak Hour Project Trips

065-050 | 03-05-2021 401 Taylor Boulevard Residential Traffic Impact Study

6.0 BACKGROUND PLUS PROJECT CONDITIONS

This scenario is identical to Background No-Project Conditions, but with the addition of projected traffic from the proposed project. Project trip generation, distribution, and assignment for the proposed project are identical to that assumed under Existing plus Project Conditions.

6.1 INTERSECTION LEVEL OF SERVICE ANALYSIS – BACKGROUND PLUS PROJECT CONDITIONS

The intersection LOS analysis results for Background plus Project Conditions are summarized in Table 10.

Under this scenario, all but three of the study intersections would continue to operate within applicable jurisdictional standards during the a.m. peak hour, and all study intersections operate acceptably in the p.m. peak hour. The signalized intersection of Taylor Boulevard & Norse Drive/Lucille Lane would continue to operate at LOS E during the a.m. peak hour, with an increase in delay of 1.2 seconds, and LOS C during the p.m. peak hour. The unsignalized intersections of Taylor Boulevard & Civic Drive and Norse Drive & Viking Drive would both continue to operate at LOS F during the a.m. peak hour, with a decrease in average delay. The project would be consistent with level of service standards set forth under the Pleasant Hill General Plan and CCTA Congestion Management Program.

Intersection Improvements Although not required to mitigate project impacts, the intersection of Taylor Boulevard & Civic Drive was reevaluated with the addition of a traffic signal. With signalization, Taylor Boulevard & Civic Drive would operate at LOS A in both peak hours. Table 10 compares intersection performance under Background and Background plus Project Conditions traffic volumes, with signalization. It should be noted that signalization of the Taylor Boulevard & Civic Drive intersection is included in the 2020-2025 Capital Improvement Plan as a fully funded future improvement.

Figure 11 shows projected turning movement volumes at all the study intersections for Background plus Project Conditions. LOS and peak hour signal warrant worksheets are provided in Appendix E.

P a g e | 38 401 Taylor Boulevard Residential Traffic Impact Study

Table 10: Intersection Level of Service Analysis – Background plus Project Conditions Background Background plus Intersection Peak Conditions Project Conditions ID Intersection Control Hour Average Average Change LOS² LOS² Delay¹ Delay¹ in Delay3 Taylor Blvd. & Norse Dr./ AM 58.2 E 59.4 E 1.2 1 Signal Lucille Ln. PM 28.6 C 28.7 C 0.1 One-Way AM 108.4 F 106.7 F -1.7 2 Taylor Blvd. & Civic Dr. Stop Control PM 23.7 C 23.9 C 0.2 AM 8.8 A 8.9 A 0.1 Improvement: Signalize Signal PM 5.4 A 5.4 A 0.0 AM 17.2 B 17.2 B 0.0 3 Taylor Blvd. & Ruth Dr. Signal PM 10.2 B 10.1 B -0.1 Taylor Blvd./Sunvalley Blvd. AM 28.7 C 28.9 C 0.2 4 Signal & Contra Costa Blvd.* PM 29.9 C 29.8 C -0.1 AM 31.1 C 31.2 C 0.1 5 Taylor Blvd. & Morello Ave. Signal PM 26.6 C 26.5 C -0.1 All-Way AM 58.3 F 58.2 F -0.1 6 Norse Dr. & Viking Dr. Stop Control PM 12.1 B 12.2 B 0.1 All-Way Stop AM 11.5 B 11.5 B 0.0 7 Paso Nogal Rd. & Norse Dr. Control PM 12.2 B 12.2 B 0.0 All-Way AM 29.5 D 29.9 D 0.4 8 Norse Dr. & Civic Dr. Stop Control PM 10.5 B 10.6 B 0.1 One-Way AM 0.0 A 15.2 C 15.2 9 Lucille Ln. & Project Dwy. Stop Control PM 12.0 B 11.8 B -0.2 Notes: AM – morning peak hour, PM – evening peak hour, Weekend – Saturday noon peak hour, Bold indicates unacceptable operational conditions based on applicable jurisdictional standards. Red indicates significant impact. 1. Whole intersection weighted average control delay expressed in seconds per vehicle for signalized and all-way stop controlled intersections. Total control delay for the worst movement is presented for side-street stop – controlled intersections. 2. LOS = Level of Service 3. Change in average delay between Background and Background plus Project Conditions. Average delay may be reduced with the addition of project traffic to non-critical movements. 4. Change in critical volume to capacity ratio between Background and Background plus Project Conditions * CMP intersections with LOS E threshold.

6.2 INTERSECTION QUEUING ANALYSIS

The 95th percentile queue lengths were calculated at the signalized study intersections under Background and Background plus Project Conditions. The project would add trips to dedicated left- and right-turn lanes at two of the four intersections with dedicated turn lanes. Table 11 details the existing traffic volumes, added project trips, and queue lengths at all dedicated turn lanes at the signalized study intersections. For locations with dual turn lanes providing varying amounts of storage, the average storage length is provided. The 95th percentile queue lengths are rounded to the nearest five feet and assume an average vehicle length of 25 feet. Queue lengths are averaged among all lanes within a lane group.

P a g e | 39 401 Taylor Boulevard Residential Traffic Impact Study

queue overflows or increase any existing overflows. Queuing worksheets for each scenario are provided in Appendix D and Appendix E.

Table 11. 95th Percentile Queue Lengths at Selected Turn Lanes – Background and Background plus Project Conditions Background Background plus

Conditions Project Conditions Net Lane Storage Peak Queue Queue Change ID Study Intersection Project Group Length Hour Length Length in Queue Trips 1 Taylor Blvd. & Norse Eastbound AM 0 245 245 0 170 Dr./Lucille Ln. Left PM 0 140 120 -20 Westbound AM -5 150 145 -5 110 Left PM 10 90 105 15 Northbound AM 12 20 20 0 190 Right PM -7 35 35 0 3 Taylor Blvd. & Eastbound AM 0 35 35 0 340 Ruth Dr. Left PM 0 35 35 0 Westbound AM 0 55 55 0 290 Left PM 0 35 35 0 4 Taylor Blvd./ Eastbound AM 2 60 65 5 260 Sunvalley Blvd. & Left PM 1 110 110 0 Contra Costa Blvd. Eastbound AM 0 55 55 0 100 Right PM 1 60 60 0 Westbound AM 0 230 240 10 380* Left PM 0 175 175 0 Westbound AM 0 235 235 0 225 Right PM 0 130 130 0 Northbound AM 0 75 75 0 210 Left PM 1 100 100 0 Northbound AM 0 65 60 -5 275 Right PM 0 390 390 0 Southbound AM 0 105 105 0 300* Left PM 0 185 185 0 Southbound AM 1 55 55 0 225 Right PM 2 40 40 0 5 Taylor Blvd. & Eastbound AM 0 345 345 0 270 Morello Ave. Left PM 0 350 350 0 Eastbound AM 0 0 0 0 190 Right PM 0 0 0 0 Westbound AM 0 35 35 0 240 Left PM 0 50 50 0 Northbound AM 0 0 0 0 50 Right PM 0 0 0 0 Southbound AM 0 75 75 0 90 Right PM 0 50 50 0 Notes: 95th percentile queue lengths expressed in feet, rounded to the nearest five feet * Average storage per lane, where dual turn lanes provide different storage lengths. Bold indicates queue length exceeds storage capacity Red indicates queue length increases by more than one vehicle length

P a g e | 40 Intersection#1# Intersection#2# Intersection#3# Intersection#4 Taylor Blvd. & Taylor Blvd. & Taylor Blvd. & Taylor Blvd./Sunvalley Blvd. & Norse Dr./Lucille Ln. Civic Dr. Ruth Dr. Contra Costa Blvd.

210 (83) 39 (30) 512 (367) 783 (661) 1,225 (805) 988(501) 129 (64) 333 (147) 55 (36) 549 (352) 1,005 (763) Taylor Blvd. Taylor Blvd. Taylor Blvd. Sunvalley Blvd.

158 (93) Taylor Blvd. 31 (35) 131 (239) 620 (932) 752 (1,185) 585 (786) 72 (73) 146 (78) 42 (38) 202 (208) 713 (1,106)

Intersection#5# Intersection#6# Intersection#7# Intersection#8 Taylor Blvd. & Norse Dr. & Paso Nogal Rd. & Norse Dr. & Morello Ave. Viking Dr. Norse Dr. Civic Dr.

93 (161) 86 (93) 260 (248) Paso Nogal Rd. 57 (49) 24 (34) 679 (515) 134 (110) 4 (0) 16 (39) 77 (64) 189 (119) 174 (62) Taylor Blvd. 215 (60) Viking Dr. Drieway Civic Dr.

262 (357) 18 (62) 1 (14) 530 (822) 247 (127) 4 (1) 10 (31) 42 (37) 8 (110)

Intersection#9 Lucille Ln. & Project Dwy.

Project Dwy. Diablo Valley College 17 (11) 2 (1) 7

6 College Park High School

4 8 3 Taylor Blvd. 1 2 5 Harriet Dr. 1

LEGEND Project Site

X Study Intersection N XX AM Peak Hour Volumes (XX) PM Peak Hour Volumes

065-050 | 03-05-2021 401 Taylor Boulevard Residential Traffic Impact Study

7.0 CUMULATIVE NO-PROJECT CONDITIONS (2040)

The Cumulative No-Project Conditions analysis forecasts how the study area’s transportation system would operate with the full build-out of the project in combination with the growth and changes of the surrounding community by the year 2040. In consultation with City of Pleasant Hill staff at the time of the prior traffic study, this scenario projects existing traffic volumes to the year 2040, using an annual growth factor derived from 2016 and 2040 traffic volumes contained in The Veranda Shopping Center TIS (2016, Kittelson & Associates), and ultimately based on the 2040 CCTA traffic model. Total peak hour intersection entering volumes at four nearby intersections on Contra Costa Boulevard for 2016 and 2040 were compared, in order to establish an average annual traffic growth factor of 0.27 percent per year. This growth factor was applied to 2019 intersection turning movement volumes to project estimated 2040 conditions.

Figure 12 shows projected turning movement volumes at all the study intersections for Cumulative Conditions for a.m., p.m. and weekend peak hours. This scenario includes the planned signalization of the Taylor Boulevard & Civic Drive intersection.

7.1 INTERSECTIONS LEVEL OF SERVICE ANALYSIS – CUMULATIVE NO-PROJECT CONDITIONS

The intersection LOS analysis results for Cumulative No-Project Conditions are summarized in Table 12. Under this scenario, six of the study intersections operate within applicable jurisdictional standards during both peak hours, and three intersections operate at unacceptable LOS E or F during the a.m. peak hour. The signalized intersection of Taylor Boulevard & Norse Drive/Lucille Lane would continue to operate at LOS E during the a.m. peak hour and LOS C during the p.m. peak hour. The unsignalized intersection of Norse Drive & Viking Drive would continue to operate at LOS F during the a.m. peak hour and LOS B during the p.m. peak hour. The unsignalized intersection of Norse Drive & Civic Drive would deteriorate to LOS E in the a.m. peak hour but would continue to operate at LOS B during the p.m. peak hour. With signalization, the intersection of Taylor Boulevard & Civic Drive would improve to LOS B in the a.m. peak hour and LOS A in the p.m. peak hour.

A peak hour signal warrant analysis was conducted for the two unsignalized intersections that operate at unacceptable LOS during either peak hour, to determine if a traffic signal is warranted. A signal is not warranted at Norse Drive & Viking Drive or at Norse Drive & Civic Drive. LOS and peak hour signal warrant worksheets are provided in Appendix F.

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Table 12: Intersection Level of Service Analysis – Cumulative Conditions Cumulative Intersection Peak Conditions ID Intersection Control Hour Average LOS² Delay¹ Taylor Blvd. & Norse Dr./ AM 63.7 E 1 Signal Lucille Ln. PM 31.3 C AM 11.0 B 2 Taylor Blvd. & Civic Dr. Signal PM 5.2 A AM 17.4 B 3 Taylor Blvd. & Ruth Dr. Signal PM 10.0 A Taylor Blvd./Sunvalley Blvd. AM 30.1 C 4 Signal & Contra Costa Blvd.* PM 31.2 C AM 35.8 D 5 Taylor Blvd. & Morello Ave. Signal PM 25.7 C All-Way AM 78.8 F 6 Norse Dr. & Viking Dr. Stop Control PM 12.7 B All-Way Stop AM 11.8 B 7 Paso Nogal Rd. & Norse Dr. Control PM 12.4 B All-Way AM 39.2 E 8 Norse Dr. & Civic Dr. Stop Control PM 10.8 B One-Way AM 0.0 A 9 Lucille Ln. & Project Dwy. Stop Control PM 12.3 B Notes: AM – morning peak hour, PM – evening peak hour 1. Whole intersection weighted average control delay expressed in seconds per vehicle for signalized and all-way stop controlled intersections. Total control delay for the worst movement is presented for side-street stop – controlled intersections. 2. LOS = Level of Service * CMP intersections with LOS E threshold Bold indicates unacceptable operational conditions based on applicable jurisdictional standards.

P a g e | 43 Intersection#1# Intersection#2# Intersection#3# Intersection#4 Taylor Blvd. & Taylor Blvd. & Taylor Blvd. & Taylor Blvd./Sunvalley Blvd. & Norse Dr./Lucille Ln. Civic Dr. Ruth Dr. Contra Costa Blvd.

222 (88) 41 (32) 538 (383) 823 (691) 1,296 (833) 1,051 (517) 142 (57) 352 (156) 58 (38) 573 (356) 1,064 (788) Taylor Blvd. Taylor Blvd. Taylor Blvd. Sunvalley Blvd.

164 (91) Taylor Blvd. 33 (37) 122 (240) 649 (979) 776 (1,254) 603 (838) 79 (75) 155 (83) 44 (40) 212 (215) 734 (1,170)

Intersection#5# Intersection#6# Intersection#7# Intersection#8 Taylor Blvd. & Norse Dr. & Paso Nogal Rd. & Norse Dr. & Morello Ave. Viking Dr. Norse Dr. Civic Dr.

97 (168) 90 (94) 275 (262) Paso Nogal Rd. 25 (36) 60 (52) 714 (545) 4 (0) 142 (116) 184 (66) 16 (36) 80 (66) 198 (122) Taylor Blvd. 228 (63) Driveway Civic Dr. Viking Dr. 1 (15) 277 (378) 19 (66) 561 (860) 4 (1) 261 (134) 10 (29) 8 (116) 44 (39)

Intersection#9 Lucille Ln. & Project Dwy.

Project Dwy. Diablo Valley College 0 (22) 0 (0) 7

6 College Park High School

4 8 3 Taylor Blvd. 1 2 5 Harriet Dr. 1

LEGEND Project Site

X Study Intersection N XX AM Peak Hour Volumes (XX) PM Peak Hour Volumes

065-050 | 03-05-2021 401 Taylor Boulevard Residential Traffic Impact Study

8.0 CUMULATIVE PLUS PROJECT CONDITIONS

This scenario is identical to Cumulative No-Project Conditions, but with the addition of projected traffic from the proposed project. Trip generation, distribution, and assignment for the proposed project are identical to that assumed under Existing plus Project Conditions.

8.1 INTERSECTION LEVEL OF SERVICE ANALYSIS – CUMULATIVE PLUS PROJECT CONDITIONS

The intersection LOS analysis results for Cumulative plus Project Conditions are summarized in Table 13.

Under this scenario, all but three of the study intersections would continue to operate within applicable jurisdictional standards during both peak hours, and three intersections would continue to operate at unacceptable LOS E or F during the a.m. peak hour. The signalized intersection of Taylor Boulevard & Norse Drive/Lucille Lane would continue to operate at LOS E during the a.m. peak hour, with a decrease in average delay, and LOS C during the p.m. peak hour. The unsignalized intersection of Norse Drive & Viking Drive would continue to operate at LOS F during the a.m. peak hour, with an increase in delay of 1.7 seconds and LOS B during the p.m. peak hour. The unsignalized intersection of Norse Drive & Civic Drive would continue to operate at LOS E in the a.m. peak hour, with a decrease in average delay, and would continue to operate at LOS B during the p.m. peak hour. The project would be consistent with level of service standards set forth under the Pleasant Hill General Plan and CCTA Congestion Management Program.

Figure 13 shows projected turning movement volumes at all the study intersections for Cumulative plus Project Conditions. LOS and peak hour signal warrant worksheets are provided in Appendix G

P a g e | 45 401 Taylor Boulevard Residential Traffic Impact Study

Table 13: Intersection Level of Service Analysis – Cumulative plus Project Conditions Cumulative Cumulative plus Intersection Peak Conditions Project Conditions ID Intersection Control Hour Average Average Change LOS² LOS² Delay¹ Delay¹ in Delay3 Taylor Blvd. & Norse Dr./ AM 63.7 E 63.1 E -0.6 1 Signal Lucille Ln. PM 31.3 C 31.8 C 0.5 AM 11.0 B 10.9 B -0.1 2 Taylor Blvd. & Civic Dr. Signal PM 5.2 A 5.2 A 0.0 AM 17.4 B 17.3 B -0.1 3 Taylor Blvd. & Ruth Dr. Signal PM 10.0 A 9.9 A -0.1 Taylor Blvd./Sunvalley Blvd. AM 30.1 C 30.1 C 0.0 4 Signal & Contra Costa Blvd.* PM 31.2 C 31.1 C -0.1 AM 35.8 D 33.7 C -2.1 5 Taylor Blvd. & Morello Ave. Signal PM 25.7 C 25.7 C 0.0 All-Way AM 78.8 F 80.5 F 1.7 6 Norse Dr. & Viking Dr. Stop Control PM 12.7 B 12.8 B 0.1 All-Way Stop AM 11.8 B 11.8 B 0.0 7 Paso Nogal Rd. & Norse Dr. Control PM 12.4 B 12.4 B 0.0 All-Way AM 39.2 E 37.7 E -1.5 8 Norse Dr. & Civic Dr. Stop Control PM 10.8 B 10.8 B 0.0 One-Way AM 0.0 A 15.8 C 15.8 9 Lucille Ln. & Project Dwy. Stop Control PM 12.3 B 12.1 B -0.2 Notes: AM – morning peak hour, PM – evening peak hour, Weekend – Saturday noon peak hour, Bold indicates unacceptable operational conditions based on applicable jurisdictional standards. Red indicates significant impact. 1. Whole intersection weighted average control delay expressed in seconds per vehicle for signalized and all-way stop controlled intersections. Total control delay for the worst movement is presented for side-street stop – controlled intersections. 2. LOS = Level of Service 3. Change in average delay between Cumulative and Cumulative plus Project Conditions. Average delay may be reduced with the addition of project traffic to non-critical movements. 4. Change in critical volume to capacity ratio between Cumulative and Cumulative plus Project Conditions * CMP intersections with LOS E threshold.

P a g e | 46 Intersection#1# Intersection#2# Intersection#3# Intersection#4 Taylor Blvd. & Taylor Blvd. & Taylor Blvd. & Taylor Blvd./Sunvalley Blvd. & Norse Dr./Lucille Ln. Civic Dr. Ruth Dr. Contra Costa Blvd.

222 (88) 41 (32) 538 (383) 823 (691) 1,291 (843) 1,045 (532) 137 (67) 352 (156) 58 (38) 573 (356) 1,059 (798) Taylor Blvd. Taylor Blvd. Taylor Blvd. Sunvalley Blvd.

164 (91) Taylor Blvd. 33 (37) 124 (241) 649 (979) 788 (1247) 613 (829) 76 (77) 155 (83) 44 (40) 212 (216) 746 (1,163)

Intersection#5# Intersection#6# Intersection#7# Intersection#8 Taylor Blvd. & Norse Dr. & Paso Nogal Rd. & Norse Dr. & Morello Ave. Viking Dr. Norse Dr. Civic Dr.

97 (168) 90 (94) 275 (262) Paso Nogal Rd. 25 (36) 60 (52) 717 (541) 4 (0) 142 (116) 184 (66) 16 (36) 81 (68) 198 (122) Taylor Blvd. 228 (63) Driveway Civic Dr. Viking Dr. 1 (15) 277 (378) 19 (66) 558 (862) 4 (1) 261 (134) 10 (29) 8 (116) 44 (39)

Intersection#9 Lucille Ln. & Project Dwy.

Project Dwy. Diablo Valley College 17 (12) 2 (1) 7

6 College Park High School

4 8 3 Taylor Blvd. 1 2 5 Harriet Dr. 1

LEGEND Project Site

X Study Intersection N XX AM Peak Hour Volumes (XX) PM Peak Hour Volumes

065-050 | 03-05-2021 401 Taylor Boulevard Residential Traffic Impact Study

9.0 ADDITIONAL ANALYSIS

The following sections provide additional analyses of other transportation issues associated with the project site, including:

 Site access and impacts  On-site circulation  Parking analysis  Recommendations The analyses in these sections are based on professional judgment in accordance with the standards and methods employed by traffic engineers. Although operational issues are not considered CEQA impacts, they do describe traffic conditions that are relevant to describing the project environment.

9.1 SITE ACCESS

This section analyzes site access for vehicles, pedestrians and bicycles based on the site plan presented in Figure 2 (dated January, 2021).

Vehicle Access Primary access to the project site would be provided by a private street connecting to Lucille Lane at the location of the existing driveway. As there is an existing speeding issue on Lucille Lane south of the project site, sight distance for vehicles exiting the project driveway was evaluated. Based on prevailing speeds of 35 mph, there is adequate sight distance to northbound conflicting traffic. However, the available sight distance to southbound conflicting traffic is marginal and may be obstructed by the crest vertical curve between the driveway and Taylor Boulevard, or by the embankment along the project frontage. However, it should be noted that as the driveway would not be moved, the project would not worsen existing sight distance issues. TJKM recommends that the grading plans for the site be carefully evaluated to ensure that the finished grade and landscaping do not create any visual obstructions for vehicles exiting the driveway. Vehicle access to the project site is considered adequate and would not result in any significant impacts to the nearby roadways.

Pedestrian Access Pedestrian access would be via internal sidewalks connecting to existing sidewalks on Lucille Drive and via a new pedestrian path connecting to the portion of Contra Costa Canal Trail that runs along the south side of Taylor Boulevard. There are crosswalks at all major intersections near the project site, with pedestrian signal heads at signalized intersections. Existing pedestrian facilities provide continuous paths to the nearby College Park High School and Diablo Valley College. However, as shown in Figure 3, existing sidewalk facilities on Taylor Boulevard are generally limited to isolated segments, resulting in no direct, continuous pedestrian path to Contra Costa Boulevard. The City’s 2020-2025 Capital Improvement Plan includes adding a sidewalk on the norther side of Taylor Boulevard between Civic Center Drive and Ruth Drive and a signal with crosswalks at Civic Center Drive, which would create a continuous path from Lucille Lane to Contra Costa Boulevard. There is also a gap in the sidewalk on the east side of Lucille Lane, between Taylor Boulevard and opposite of the project driveway, which is noted in the 2020 Draft Pleasant

P a g e | 48 401 Taylor Boulevard Residential Traffic Impact Study

Hill Bicycle and Pedestrian Master Plan. The project proposes to install a new sidewalk along this portion of Lucille Lane, as shown in Figure 2.

A significant impact occurs if the proposed project conflicts with applicable or adopted policies, plans or programs related to pedestrians facilities or otherwise decreases the performance or safety of pedestrian facilities. The proposed project will not result in any such conflicts. Pedestrian access to the project site is considered adequate and would not result in any significant impacts to the nearby pedestrian facilities.

Bicycle Access There are existing Class II bike lanes provided on Taylor Boulevard, Viking Drive, and portions of Golf Club Road and Contra Costa Boulevard. The Contra Costa Canal Trail, a Class I multiuse trail, connects to Taylor Boulevard and Lucille Lane near the project site. Additional Class II and Class III bike facilities are planned on several nearby streets, as shown in Figure 4, most notably Norse Drive, Contra Costa Boulevard, and Paso Nogal Road. The City also plans to upgrade the bike facilities along Taylor Boulevard to Class IV.

An impact to bicyclists occurs if the proposed project disrupt existing bicycle facilities; or conflict or create inconsistencies with adopted bicycle system plans, guidelines, and policies. A significant impact occurs if the proposed project conflicts with applicable or adopted policies, plans or programs related to bicycle facilities or otherwise decrease the performance or safety of bicycle facilities. The proposed project will not result in any such conflicts. Bicycle access to the project site is considered adequate and would not result in any significant impacts to the nearby bicycle facilities.

Transit A proposed project is considered to have a significant impact on transit if it conflicts with existing or planned transit facilities, or is expected to generate additional transit trips and does not provide adequate facilities for pedestrians and bicyclists to access transit routes and stops. The project site is adequately served by the transit service, as shown in Figure 5. Transit stops at Taylor Boulevard & Mercury Way and at Norse Drive & Viking Drive are within a one-half mile walk from the project site. Spread among multiple bus routes, the existing transit service can accommodate the proposed demand. The transit service within the immediate project site operates well below capacity, and additional trips generated by the proposed project could be accommodated by existing bus services. Therefore, transit access to the project site is considered adequate and would not result in any significant impacts to the nearby transit network.

9.2 ON-SITE CIRCULATION

This section analyzes internal circulation based on the site plan presented in Figure 2 (dated January, 2021) and related plans from the February, 2021 submittal package.

As shown in Figure 2, the private street connecting all homes forms a loop, with one alley providing garage access to three homes. The inner side of the loop is lined by parallel guest parking spaces. The private street and alley are at least 20 feet wide throughout, not including on-street parking spaces. There is adequate space for vehicles to maneuver into and out of parking spaces and garages. The project would also provide adequate space for trucks and emergency vehicles to access the site and maneuver as needed, with adequate turning radii for truck access. Although the site plans show curb ramps at both

P a g e | 49 401 Taylor Boulevard Residential Traffic Impact Study

corners where the entry drive from Lucille Lane connects to the central loop, there are no corresponding ramps or additional crossings on the inner side of the loop. In order to ensure accessible pedestrian circulation between all homes and the nearest roadways, at least one additional curb ramp should be included on the inner side of the loop opposite the proposed ramps, and a pair of ramps should be added near the northwest corner of the loop, where the proposed pedestrian path would connect to Taylor Boulevard. On-site circulation for vehicles is considered adequate, but pedestrian circulation could be improved with additional curb ramps.

9.3 PARKING

Under the City of Pleasant Hill zoning regulations, the proposed project, consisting of single family residential homes, would be classified as low-density multifamily residential due to its density of 7.38 D.U. per net acre, not including accessory dwelling units. The City of Pleasant Hill Municipal Code Schedule 18.55.030A requires two covered spaces per home. It should be noted that single family homes are not required to provide guest parking. Per section 18.20.100, accessory dwelling units are not required to provide additional parking if they are located within one half mile of a public transit stop. As shown in Figure 5, the nearest transit stops are at Taylor Boulevard & Morello Avenue/Mercury Way and Norse Drive & Viking Drive, with both pairs of stops located approximately 0.4 miles (walking distance) from the project entrance and served by local route 18.

As shown in the site plan dated January, 2021 (Figure 2), the proposed project will construct 31 dwelling units, with six attached accessory dwelling units. The project would require 62 covered spaces for the main dwelling units. The proposed project would construct two-car garages with driveway aprons for each dwelling unit, providing 62 covered spaces, satisfying City requirements, as well as 62 uncovered spaces. The development would also provide 16 parallel on-street parking spaces. All on-street spaces would be marked and contained within the project site, on the private streets shared by the planned development and within close proximity to the homes that will include accessory dwelling units. As the site is within a one-half mile walk of multiple transit stops, the accessory dwelling units do not require parking of their own. However, the homeowners association managing the project site may elect to assign some of the provided on-street spaces to accessory units. The proposed parking supply would therefore be more than adequate under City of Pleasant Hill requirements and would not produce any parking impacts on surrounding parcels or roadways.

9.4 RECOMMENDATIONS

TJKM recommends the following:

P a g e | 50 401 Taylor Boulevard Residential Traffic Impact Study

Appendix A – Existing Turning Movement Counts

Prepared by National Data & Surveying Services Norse Dr / Lucille Ln & Taylor Blvd Peak Hour Turning Movement Count

ID: 19-08294-001 Norse Dr / Lucille Ln Day: Tuesday City: Pleasant Hill SOUTHBOUND Date: 05/21/2019 COUNT PERIODS 07:15 AM - 08:15 AM AM 118 66 129 0 486 AM 07:00 AM - 09:00 AM

NONE NOON 0000 0 NOON NONE

PEAK HOURS PEAK 04:45 PM - 05:45 PM PM 85 47 155 0 231 PM 04:00 PM - 06:00 PM

AM NOON PM PM NOON AM 1100 0 83 0 210

940 0 806 WESTBOUND

CONTROL 4 653 0 778 Blvd Taylor

103 01Signalized 54 0 129

154 0 83 1 TEV 2541 0 2402 0 005 AM NOON PM Taylor Blvd 613 0 925 2.5 PHF 0.85 0.94 EASTBOUND 1193 0 845 75071 0.5 0 0.5 0.5 1

AM NOON PM PM NOON AM

Total Vehicles (AM) PM 172 0 65 65 113 PM Bikes (AM)

NOON 0 0000NOON 118 66 129 0 0 0

154 210 AM 270 0 43 122 98 AM 0 0 613 778 1 0 75 129 NORTHBOUND 1 0 43 122 98 0 14 0 Norse Dr / Lucille Ln

Total Vehicles (Noon) Bikes (NOON)

Pedestrians (Crosswalks) N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A PM NOON AM AM NOON PM N/A N/A N/A N/A N/A N/A 0 0 1 1 0 0 N/A N/A N/A N/A N/A N/A N/A N/A PM 1 0 PM NOON 0 0 NOON AM AM Total Vehicles (PM)2 0 Bikes (PM) AM 1 5 AM NOON 0 0 NOON 85 47 155 PM 0 0 PM 0 1 0 0 0 1 0 0 0 83 83 0 0 925 653 0 0

71 54 PM NOON AM AM NOON PM 0 0 65 65 113 0 3 0 National Data & Surveying Services Intersection Turning Movement Count Location: Norse Dr / Lucille Ln & Taylor Blvd City: Pleasant Hill Project ID: 19-08294-001 Control: Signalized Date: 5/21/2019 Total

NS/EW Streets: Norse Dr / Lucille Ln Norse Dr / Lucille Ln Taylor Blvd Taylor Blvd NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND AM 0.50.510011012.50.501400 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 698018811016827214190140385 7:15 AM 11 30 29 0 21 9 19 0 44 123 12 0 21 206 39 0 564 7:30 AM 11 60 26 0 39 29 53 0 46 171 19 0 33 191 55 3 736 7:45 AM 13 14 23 0 42 20 33 0 44 167 26 1 50 236 73 2 744 8:00 AM 8 18 20 0 27 8 13 0 20 152 18 0 25 145 43 0 497 8:15 AM 6 7 21 0 15 2 6 0 21 137 15 0 24 204 51 0 509 8:30 AM 12 7 15 0 11 8 10 0 18 112 14 0 20 233 38 0 498 8:45 AM 12 8 23 0 13 7 8 0 29 146 18 0 27 206 44 1 542

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 79 153 165 0 186 91 153 0 238 1090 129 3 214 1611 357 6 4475 APPROACH %'s : 19.90% 38.54% 41.56% 0.00% 43.26% 21.16% 35.58% 0.00% 16.30% 74.66% 8.84% 0.21% 9.78% 73.63% 16.32% 0.27% PEAK HR : 07:15 AM - 08:15 AM 07:15 AM 38 37 44 07:45 AM TOTAL PEAK HR VOL : 43 122 98 0 129 66 118 0 154 613 75 1 129 778 210 5 2541 PEAK HR FACTOR : 0.827 0.508 0.845 0.000 0.768 0.569 0.557 0.000 0.837 0.896 0.721 0.250 0.645 0.824 0.719 0.417 0.854 0.678 0.647 0.886 0.777 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM 0.50.510011012.50.501400 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 9 10 33 0 43 12 22 0 10 210 11 3 13 143 14 0 533 4:15 PM 8 16 18 0 29 13 20 0 11 233 12 0 25 114 14 1 514 4:30 PM 17 11 24 0 39 13 17 0 11 248 21 0 10 119 13 0 543 4:45 PM 14 18 23 0 30 12 19 0 24 246 20 2 16 154 15 0 593 5:00 PM 21 16 38 0 66 15 35 0 21 237 13 0 9 145 21 0 637 5:15 PM 13 13 32 0 32 9 23 0 25 223 21 1 21 184 23 0 620 5:30 PM 17 18 20 0 27 11 8 0 13 219 17 0 8 170 24 0 552 5:45 PM 15 12 23 0 31 8 11 0 13 242 26 1 13 133 18 1 547

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 114 114 211 0 297 93 155 0 128 1858 141 7 115 1162 142 2 4539 APPROACH %'s : 25.97% 25.97% 48.06% 0.00% 54.50% 17.06% 28.44% 0.00% 6.00% 87.07% 6.61% 0.33% 8.09% 81.77% 9.99% 0.14% PEAK HR : 04:45 PM - 05:45 PM 04:45 PM 292 289 296 05:00 PM TOTAL PEAK HR VOL : 65 65 113 0 155 47 85 0 83 925 71 3 54 653 83 0 2402 PEAK HR FACTOR : 0.774 0.903 0.743 0.000 0.587 0.783 0.607 0.000 0.830 0.940 0.845 0.375 0.643 0.887 0.865 0.000 0.943 0.810 0.619 0.926 0.866 National Data & Surveying Services Intersection Turning Movement Count

Location: Norse Dr / Lucille Ln & Taylor Blvd City: Pleasant Hill Project ID: 19-08294-001 Control: Signalized Date: 5/21/2019 Bikes

NS/EW Streets: Norse Dr / Lucille Ln Norse Dr / Lucille Ln Taylor Blvd Taylor Blvd NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND AM 0.50.510011012.50.501400 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 00001000000000001 7:15 AM 05000000000000005 7:30 AM 08000000001000009 7:45 AM 01000000010000002 8:00 AM 00000000000000000 8:15 AM 01000000100000002 8:30 AM 00000000100000001 8:45 AM 01000000000000001

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 0160010002110000021 APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 50.00% 25.00% 25.00% 0.00% PEAK HR : 07:15 AM - 08:15 AM 07:15 AM 38 37 44 TOTAL PEAK HR VOL : 0140000000110000016 PEAK HR FACTOR : 0.000 0.438 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.250 0.000 0.000 0.000 0.000 0.000 0.444 0.438 0.500 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM 0.50.510011012.50.501400 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 00000010000000001 4:15 PM 00000100000000001 4:30 PM 00000000000000000 4:45 PM 02000000000000002 5:00 PM 00000100000000001 5:15 PM 00000000000000000 5:30 PM 01000000000000001 5:45 PM 00000000000000000

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 03000210000000006 APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 66.67% 33.33% 0.00% PEAK HR : 04:45 PM - 05:45 PM 04:45 PM 292 289 296 TOTAL PEAK HR VOL : 03000100000000004 PEAK HR FACTOR : 0.00 0.375 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.375 0.250 National Data & Surveying Services

Location:IntersectionNorse Dr / Lucille Ln & Taylor BlvdTurning MovementProject ID: 19-08294-001 Count City: Pleasant Hill Date: 5/21/2019 Pedestrians (Crosswalks)

NS/EW Streets: Norse Dr / Lucille Ln Norse Dr / Lucille Ln Taylor Blvd Taylor Blvd NORTH LEG SOUTH LEG EAST LEG WEST LEG AM EB WB EB WB NB SB NB SB TOTAL 7:00 AM 000000000 7:15 AM 000000011 7:30 AM 011050119 7:45 AM 000000000 8:00 AM 100000001 8:15 AM 000000303 8:30 AM 000000011 8:45 AM 000000101

EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 1110505316 APPROACH %'s : 50.00% 50.00% 100.00% 0.00% 100.00% 0.00% 62.50% 37.50% PEAK HR : 07:15 AM - 08:15 AM 07:15 AM 37 36 43 TOTAL PEAK HR VOL : 1110501211 PEAK HR FACTOR : 0.250 0.250 0.250 0.250 0.250 0.500 0.306 0.500 0.250 0.250 0.375 Headers NEB NWB SEB SWB ENS ESB WNB WSB NORTH LEG SOUTH LEG EAST LEG WEST LEG PM EB WB EB WB NB SB NB SB TOTAL 4:00 PM 000001023 4:15 PM 000000000 4:30 PM 000001001 4:45 PM 000000000 5:00 PM 000000000 5:15 PM 000000011 5:30 PM 000000000 5:45 PM 000000011

EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 000002046 APPROACH %'s : 0.00% 100.00% 0.00% 100.00% PEAK HR : 04:45 PM - 05:45 PM 04:45 PM 289 286 293 TOTAL PEAK HR VOL : 000000011 PEAK HR FACTOR : 0.250 0.250 0.250 Prepared by National Data & Surveying Services Civic Dr & Taylor Blvd Peak Hour Turning Movement Count

ID: 19-08294-002 Civic Dr Day: Tuesday City: Pleasant Hill SOUTHBOUND Date: 05/21/2019 COUNT PERIODS 07:30 AM - 08:30 AM AM 134 0 100 0 478 AM 07:00 AM - 09:00 AM

NONE NOON 0000 0 NOON NONE

PEAK HOURS PEAK 04:45 PM - 05:45 PM PM 480890 224 PM 04:00 PM - 06:00 PM

AM NOON PM PM NOON AM 1010 1 147 0 333

1140 0 794 WESTBOUND

CONTROL 3 745 0 1005 Blvd Taylor

101 001-Way Stop (SB) 000

145 0 77 1 TEV 2412 0 2213 0 000 AM NOON PM Taylor Blvd 694 0 1106 2 PHF 0.83 0.95 EASTBOUND 1195 0 794 000 0 0000

AM NOON PM PM NOON AM

Total Vehicles (AM) PM 0 0000PM Bikes (AM)

NOON 0 0000NOON 134 0 100 0 0 0

145 333 AM 0 0000AM 1 0 694 1005 0 0 0 0 NORTHBOUND 0 0 0 0 0 0 0 0 Civic Dr

Total Vehicles (Noon) Bikes (NOON)

Pedestrians (Crosswalks) N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A PM NOON AM AM NOON PM N/A N/A N/A N/A N/A N/A 0 0 1 1 0 0 N/A N/A N/A N/A N/A N/A N/A N/A PM 0 0 PM NOON 0 0 NOON AM AM Total Vehicles (PM)0 0 Bikes (PM) AM 0 0 AM NOON 0 0 NOON 48 0 89 PM 0 0 PM 0 0 0 0 0 0 0 0 0 77 147 0 0 1106 745 0 0

0 0 PM NOON AM AM NOON PM 0 1 0 0 0 0 0 0 National Data & Surveying Services Intersection Turning Movement Count Location: Civic Dr & Taylor Blvd City: Pleasant Hill Project ID: 19-08294-002 Control: 1-Way Stop (SB) Date: 5/21/2019 Total

NS/EW Streets: Civic Dr Civic Dr Taylor Blvd Taylor Blvd NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND AM 0000101012000310 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 000050100793000216250356 7:15 AM 000015029040135000233570509 7:30 AM 0000310710731600002261630724 7:45 AM 000046050039195000296750701 8:00 AM 00001305015188000216400477 8:15 AM 00001008018151010267550510 8:30 AM 00001301807139000290500517 8:45 AM 00001107030153010252760530

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 0000144019802291214 0 2 0 1996 541 0 4324 APPROACH %'s : 42.11% 0.00% 57.89% 0.00% 15.85% 84.01% 0.00% 0.14% 0.00% 78.68% 21.32% 0.00% PEAK HR : 07:30 AM - 08:30 AM 07:30 AM 39 37 44 07:30 AM TOTAL PEAK HR VOL : 0000100013401456940101005 333 0 2412 PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.543 0.000 0.472 0.000 0.497 0.890 0.000 0.250 0.000 0.849 0.511 0.000 0.833 0.574 0.897 0.860 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM 0000101012000310 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 000033017015279000152170513 4:15 PM 00001708027266000141280487 4:30 PM 00002608011286010140420514 4:45 PM 00001307017295000174360542 5:00 PM 000027017019317000170300580 5:15 PM 000025013020259000205390561 5:30 PM 000024011021235010196420530 5:45 PM 000028013019273000145290507

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 000019309401492210 0 2 0 1323 263 0 4234 APPROACH %'s : 67.25% 0.00% 32.75% 0.00% 6.31% 93.60% 0.00% 0.08% 0.00% 83.42% 16.58% 0.00% PEAK HR : 04:45 PM - 05:45 PM 04:45 PM 292 289 296 05:00 PM TOTAL PEAK HR VOL : 0000890480771106 0 1 0 745 147 0 2213 PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.824 0.000 0.706 0.000 0.917 0.872 0.000 0.250 0.000 0.909 0.875 0.000 0.954 0.778 0.881 0.914 National Data & Surveying Services Intersection Turning Movement Count

Location: Civic Dr & Taylor Blvd City: Pleasant Hill Project ID: 19-08294-002 Control: 1-Way Stop (SB) Date: 5/21/2019 Bikes

NS/EW Streets: Civic Dr Civic Dr Taylor Blvd Taylor Blvd NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND AM 0000101012000310 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 00000000010000001 7:15 AM 00000000000000000 7:30 AM 00000000000000000 7:45 AM 00000000100000001 8:00 AM 00000000000000000 8:15 AM 00000000000000000 8:30 AM 00000000000000000 8:45 AM 00000000000000000

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 00000000110000002 APPROACH %'s : 50.00% 50.00% 0.00% 0.00% PEAK HR : 07:30 AM - 08:30 AM 07:30 AM 39 37 44 TOTAL PEAK HR VOL : 00000000100000001 PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM 0000101012000310 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 00000000000000000 4:15 PM 00000000000000000 4:30 PM 00000000000000000 4:45 PM 00000000000000000 5:00 PM 00000000000000000 5:15 PM 00000000000010001 5:30 PM 00000000000000000 5:45 PM 00000000000000000

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 00000000000010001 APPROACH %'s : 100.00% 0.00% 0.00% 0.00% PEAK HR : 04:45 PM - 05:45 PM 04:45 PM 292 289 296 TOTAL PEAK HR VOL : 00000000000010001 PEAK HR FACTOR : 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.250 0.250 National Data & Surveying Services

Location:IntersectionCivic Dr & Taylor Blvd Turning MovementProject ID: 19-08294-00 Count2 City: Pleasant Hill Date: 5/21/2019 Pedestrians (Crosswalks)

NS/EW Streets: Civic Dr Civic Dr Taylor Blvd Taylor Blvd NORTH LEG SOUTH LEG EAST LEG WEST LEG AM EB WB EB WB NB SB NB SB TOTAL 7:00 AM 000000000 7:15 AM 000000000 7:30 AM 010000001 7:45 AM 000000000 8:00 AM 100000001 8:15 AM 000000000 8:30 AM 000000000 8:45 AM 000000000

EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 110000002 APPROACH %'s : 50.00% 50.00% PEAK HR : 07:30 AM - 08:30 AM 07:30 AM 38 36 43 TOTAL PEAK HR VOL : 110000002 PEAK HR FACTOR : 0.250 0.250 0.500 0.500 Headers NEB NWB SEB SWB ENS ESB WNB WSB NORTH LEG SOUTH LEG EAST LEG WEST LEG PM EB WB EB WB NB SB NB SB TOTAL 4:00 PM 000000000 4:15 PM 000000000 4:30 PM 000000000 4:45 PM 000000000 5:00 PM 000000000 5:15 PM 000000000 5:30 PM 000000000 5:45 PM 000000011

EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 000000011 APPROACH %'s : 0.00% 100.00% PEAK HR : 04:45 PM - 05:45 PM 04:45 PM 289 286 293 TOTAL PEAK HR VOL : 000000000 PEAK HR FACTOR : Prepared by National Data & Surveying Services Ruth Dr & Taylor Blvd Peak Hour Turning Movement Count

ID: 19-08294-003 Ruth Dr Day: Tuesday City: Pleasant Hill SOUTHBOUND Date: 05/21/2019 COUNT PERIODS 07:30 AM - 08:30 AM AM 33 42 43 0 95 AM 07:00 AM - 09:00 AM

NONE NOON 0000 0 NOON NONE

PEAK HOURS PEAK 04:30 PM - 05:30 PM PM 19 12 20 0 83 PM 04:00 PM - 06:00 PM

AM NOON PM PM NOON AM 0100 0 30039

1329 0 837 WESTBOUND

CONTROL 3 787 0 1225 Blvd Taylor

12 0 0 01Signalized 24050

19035 1 TEV 2441 0 2238 0 12 0 5 AM NOON PM Taylor Blvd 733 0 1185 2 PHF 0.85 0.95 EASTBOUND 1244 0 883 42038 0 0 0 0.5 0.5

AM NOON PM PM NOON AM

Total Vehicles (AM) PM 74 0 311827PM Bikes (AM)

NOON 0 0000NOON 33 42 43 0 0 0

19 39 AM 134 0 59 37 102 AM 0 0 733 1225 0 0 42 50 NORTHBOUND 0 0 59 37 102 2 2 0 Ruth Dr

Total Vehicles (Noon) Bikes (NOON)

Pedestrians (Crosswalks) N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A PM NOON AM AM NOON PM N/A N/A N/A N/A N/A N/A 0 0 3 11 0 0 N/A N/A N/A N/A N/A N/A N/A N/A PM 1 0 PM NOON 0 0 NOON AM AM Total Vehicles (PM)9 0 Bikes (PM) AM 24 0 AM NOON 0 0 NOON 19 12 20 PM 1 0 PM 0 0 0 0 0 0 0 0 0 35 30 0 0 1185 787 0 1

38 24 PM NOON AM AM NOON PM 0 0 31 18 27 0 3 0 National Data & Surveying Services Intersection Turning Movement Count Location: Ruth Dr & Taylor Blvd City: Pleasant Hill Project ID: 19-08294-003 Control: Signalized Date: 5/21/2019 Total

NS/EW Streets: Ruth Dr Ruth Dr Taylor Blvd Taylor Blvd NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND AM 00.50.50010012001300 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 102605010028810321170345 7:15 AM 991601066031383010286220518 7:30 AM 19 15 31 0 23 23 8 0 10 156 18 11 21 331 19 2 687 7:45 AM 17 17 46 0 9 14 10 0 4 225 11 0 17 334 15 3 722 8:00 AM 621005470319490025830501 8:15 AM 17315061802158411230220531 8:30 AM 8214070501145301132090525 8:45 AM 1121606230316520831352538

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 97 52 154 0 71 50 57 0 28 1269 51 12 82 2355 82 7 4367 APPROACH %'s : 32.01% 17.16% 50.83% 0.00% 39.89% 28.09% 32.02% 0.00% 2.06% 93.31% 3.75% 0.88% 3.25% 93.23% 3.25% 0.28% PEAK HR : 07:30 AM - 08:30 AM 07:30 AM 39 37 44 07:45 AM TOTAL PEAK HR VOL : 59 37 102 0 43 42 33 0 19 733 42 12 50 1225 39 5 2441 PEAK HR FACTOR : 0.776 0.544 0.554 0.000 0.467 0.457 0.825 0.000 0.475 0.814 0.583 0.273 0.595 0.917 0.513 0.417 0.845 0.619 0.546 0.840 0.884 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM 00.50.50010012001300 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 85509220529560515432501 4:15 PM 143075605267120316631483 4:30 PM 81803250530590416451520 4:45 PM 866076301227250719863539 5:00 PM 53406150103391006188105592 5:15 PM 1089043608269140723793587 5:30 PM 9410042301022670721832505 5:45 PM 24402260102921214172100521

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 51 35 49 0 42 23 36 0 65 2265 75 1 43 1497 49 17 4248 APPROACH %'s : 37.78% 25.93% 36.30% 0.00% 41.58% 22.77% 35.64% 0.00% 2.70% 94.14% 3.12% 0.04% 2.68% 93.21% 3.05% 1.06% PEAK HR : 04:30 PM - 05:30 PM 04:30 PM 291 289 296 05:00 PM TOTAL PEAK HR VOL : 31 18 27 0 20 12 19 0 35 1185 38 0 24 787 30 12 2238 PEAK HR FACTOR : 0.775 0.563 0.750 0.000 0.714 0.500 0.792 0.000 0.729 0.874 0.679 0.000 0.857 0.830 0.750 0.600 0.945 0.704 0.797 0.876 0.833 National Data & Surveying Services Intersection Turning Movement Count

Location: Ruth Dr & Taylor Blvd City: Pleasant Hill Project ID: 19-08294-003 Control: Signalized Date: 5/21/2019 Bikes

NS/EW Streets: Ruth Dr Ruth Dr Taylor Blvd Taylor Blvd NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND AM 00.50.50010012001300 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 00000000001000001 7:15 AM 12000000000000003 7:30 AM 21000000000000003 7:45 AM 01000000000000001 8:00 AM 00000000000000000 8:15 AM 00000000000000000 8:30 AM 00000000000000000 8:45 AM 00000000000000000

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 34000000001000008 APPROACH %'s : 42.86% 57.14% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 07:30 AM - 08:30 AM 07:30 AM 39 37 44 TOTAL PEAK HR VOL : 22000000000000004 PEAK HR FACTOR : 0.250 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.333 0.333 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM 00.50.50010012001300 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 00000000000000000 4:15 PM 00000000000000000 4:30 PM 00000000000000000 4:45 PM 01000000000000001 5:00 PM 00000000000000000 5:15 PM 02000000000001003 5:30 PM 00000100000000001 5:45 PM 00000000000000000

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 03000100000001005 APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 04:30 PM - 05:30 PM 04:30 PM 291 289 296 TOTAL PEAK HR VOL : 03000000000001004 PEAK HR FACTOR : 0.00 0.375 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.333 0.375 0.250 National Data & Surveying Services

Location:IntersectionRuth Dr & Taylor Blvd Turning MovementProject ID: 19-08294-003 Count City: Pleasant Hill Date: 5/21/2019 Pedestrians (Crosswalks)

NS/EW Streets: Ruth Dr Ruth Dr Taylor Blvd Taylor Blvd NORTH LEG SOUTH LEG EAST LEG WEST LEG AM EB WB EB WB NB SB NB SB TOTAL 7:00 AM 000000303 7:15 AM 0100007210 7:30 AM 010000015833 7:45 AM 210000508 8:00 AM 100000203 8:15 AM 000000213 8:30 AM 000000123 8:45 AM 010000001

EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 3130000351364 APPROACH %'s : 18.75% 81.25% 72.92% 27.08% PEAK HR : 07:30 AM - 08:30 AM 07:30 AM 38 36 43 TOTAL PEAK HR VOL : 311000024947 PEAK HR FACTOR : 0.375 0.275 0.400 0.281 0.356 0.350 0.359 Headers NEB NWB SEB SWB ENS ESB WNB WSB NORTH LEG SOUTH LEG EAST LEG WEST LEG PM EB WB EB WB NB SB NB SB TOTAL 4:00 PM 000000000 4:15 PM 010000102 4:30 PM 000000000 4:45 PM 000000101 5:00 PM 000000000 5:15 PM 000000011 5:30 PM 000000134 5:45 PM 100000102

EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 1100004410 APPROACH %'s : 50.00% 50.00% 50.00% 50.00% PEAK HR : 04:30 PM - 05:30 PM 04:30 PM 288 286 293 TOTAL PEAK HR VOL : 000000112 PEAK HR FACTOR : 0.250 0.250 0.500 0.500 Prepared by National Data & Surveying Services Contra Costa Blvd & Taylor Blvd / Sunvalley Blvd Peak Hour Turning Movement Count

ID: 19-08294-004 Contra Costa Blvd Day: Tuesday City: Pleasant Hill SOUTHBOUND Date: 05/21/2019 COUNT PERIODS 07:15 AM - 08:15 AM AM 193 466 200 7 902 AM 07:00 AM - 09:00 AM

NONE NOON 0000 0 NOON NONE

PEAK HOURS PEAK 04:30 PM - 05:30 PM PM 140 520 373 12 1397 PM 04:00 PM - 06:00 PM

AM NOON PM PM NOON AM Blvd / Sunvalley Blvd Taylor 1220 1 362 0 508

1320 0 852 WESTBOUND CONTROL 3 489 0 993

102 02Signalized 336 0 541

114 0 225 2 TEV 4504 0 4997 0 000 AM NOON PM 570 0 792 3 PHF 0.85 0.94 EASTBOUND 1684 0 1072 200 0 203 1 0231 Taylor Blvd / SunvalleyBlvd AM NOON PM PM NOON AM

Total Vehicles (AM) PM 1064 5 221 798 519 PM Bikes (AM)

NOON 0 0000NOON 193 466 200 0 1 1

114 508 AM 1210 3 133 273 302 AM 0 2 570 993 0 0 200 541 NORTHBOUND 0 0 133 273 302 0 0 0 Contra Costa Blvd

Total Vehicles (Noon) Bikes (NOON)

Pedestrians (Crosswalks) N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A PM NOON AM AM NOON PM N/A N/A N/A N/A N/A N/A 0 0 1 1 0 0 N/A N/A N/A N/A N/A N/A N/A N/A PM 0 12 PM NOON 0 0 NOON AM AM Total Vehicles (PM)4 3 Bikes (PM) AM 5 4 AM NOON 0 0 NOON 140 520 373 PM 0 2 PM 2 5 0 1 0 2 4 0 2 225 362 1 1 792 489 0 0

203 336 PM NOON AM AM NOON PM 0 0 221 798 519 0 2 3 National Data & Surveying Services Intersection Turning Movement Count Location: Contra Costa Blvd & Taylor Blvd / Sunvalley Blvd City: Pleasant Hill Project ID: 19-08294-004 Control: Signalized Date: 5/21/2019 Total

NS/EW Streets: Contra Costa Blvd Contra Costa Blvd Taylor Blvd / Sunvalley Blvd Taylor Blvd / Sunvalley Blvd NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND AM 2310221023102310 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 15 46 79 1 23 87 41 3 6 70 33 0 56 155 65 0 680 7:15 AM 27 49 68 3 36 114 55 2 21 97 43 0 103 251 114 0 983 7:30 AM 43 71 71 0 59 146 51 3 21 136 48 0 133 264 146 0 1192 7:45 AM 36 76 78 0 58 129 54 0 44 193 69 1 167 281 133 0 1319 8:00 AM 27 77 85 0 47 77 33 2 28 144 40 0 138 197 115 0 1010 8:15 AM 30 73 72 1 37 89 40 0 24 131 33 0 121 234 96 0 981 8:30 AM 35 61 75 0 34 87 60 1 25 111 39 0 134 258 88 0 1008 8:45 AM 29 60 78 0 31 137 51 1 33 115 34 0 171 245 138 0 1123

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 242 513 606 5 325 866 385 12 202 997 339 1 1023 1885 895 0 8296 APPROACH %'s : 17.72% 37.55% 44.36% 0.37% 20.47% 54.53% 24.24% 0.76% 13.13% 64.78% 22.03% 0.06% 26.90% 49.57% 23.53% 0.00% PEAK HR : 07:15 AM - 08:15 AM 07:15 AM 38 37 44 07:45 AM TOTAL PEAK HR VOL : 133 273 302 3 200 466 193 7 114 570 200 1 541 993 508 0 4504 PEAK HR FACTOR : 0.773 0.886 0.888 0.250 0.847 0.798 0.877 0.583 0.648 0.738 0.725 0.250 0.810 0.883 0.870 0.000 0.854 0.936 0.836 0.721 0.879 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM 2310221023102310 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 33 158 142 4 124 127 24 1 40 225 46 0 63 114 95 0 1196 4:15 PM 44 149 146 4 118 125 22 2 46 186 45 0 73 96 85 0 1141 4:30 PM 41 150 173 4 108 129 27 3 48 222 53 0 85 125 78 0 1246 4:45 PM 70 212 145 1 103 97 32 0 44 174 45 1 92 99 81 0 1196 5:00 PM 48 204 72 0 80 146 43 3 78 194 53 0 80 125 106 0 1232 5:15 PM 62 232 129 0 82 148 38 6 55 202 52 1 79 140 97 0 1323 5:30 PM 47 140 164 0 129 104 29 5 40 186 42 0 84 148 86 0 1204 5:45 PM 44 164 128 2 96 117 32 3 44 190 55 0 73 119 118 0 1185

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 389 1409 1099 15 840 993 247 23 395 1579 391 2 629 966 746 0 9723 APPROACH %'s : 13.36% 48.39% 37.74% 0.52% 39.94% 47.22% 11.75% 1.09% 16.69% 66.71% 16.52% 0.08% 26.87% 41.26% 31.87% 0.00% PEAK HR : 04:30 PM - 05:30 PM 04:30 PM 291 289 296 05:15 PM TOTAL PEAK HR VOL : 221 798 519 5 373 520 140 12 225 792 203 2 336 489 362 0 4997 PEAK HR FACTOR : 0.789 0.860 0.750 0.313 0.863 0.878 0.814 0.500 0.721 0.892 0.958 0.500 0.913 0.873 0.854 0.000 0.944 0.901 0.953 0.940 0.939 National Data & Surveying Services Intersection Turning Movement Count

Location: Contra Costa Blvd & Taylor Blvd / Sunvalley Blvd City: Pleasant Hill Project ID: 19-08294-004 Control: Signalized Date: 5/21/2019 Bikes

NS/EW Streets: Contra Costa Blvd Contra Costa Blvd Taylor Blvd / Sunvalley Blvd Taylor Blvd / Sunvalley Blvd NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND AM 2310221023102310 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 00000000000000000 7:15 AM 00000000000000000 7:30 AM 00001100000000204 7:45 AM 00000000000000000 8:00 AM 00000000000000000 8:15 AM 00000000000000101 8:30 AM 00000000000000000 8:45 AM 00000000000000000

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 00001100000000305 APPROACH %'s : 50.00% 50.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 07:15 AM - 08:15 AM 07:15 AM 38 37 44 TOTAL PEAK HR VOL : 00001100000000204 PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.250 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.250 0.250 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM 2310221023102310 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 01100000000000002 4:15 PM 00000100000000001 4:30 PM 01000100000000002 4:45 PM 01300200000000006 5:00 PM 00000200000000103 5:15 PM 00000020100000003 5:30 PM 00000000000000000 5:45 PM 01000000000000001

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 044006201000001018 APPROACH %'s : 0.00% 50.00% 50.00% 0.00% 0.00% 75.00% 25.00% 0.00% 100.00% 0.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 04:30 PM - 05:30 PM 04:30 PM 291 289 296 TOTAL PEAK HR VOL : 023005201000001014 PEAK HR FACTOR : 0.00 0.500 0.250 0.000 0.000 0.625 0.250 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.583 0.313 0.875 0.250 0.250 National Data & Surveying Services

Location:IntersectionContra Costa Blvd & Taylor Blvd Turning / Sunvalley Blvd MovementProject ID: 19-08294-00 Count4 City: Pleasant Hill Date: 5/21/2019 Pedestrians (Crosswalks) Taylor Blvd / Sunvalley Taylor Blvd / Sunvalley NS/EW Streets: Contra Costa Blvd Contra Costa Blvd Blvd Blvd NORTH LEG SOUTH LEG EAST LEG WEST LEG AM EB WB EB WB NB SB NB SB TOTAL 7:00 AM 000001001 7:15 AM 000411309 7:30 AM 011011127 7:45 AM 001021015 8:00 AM 100000113 8:15 AM 000010001 8:30 AM 100000113 8:45 AM 011130118

EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 2235847637 APPROACH %'s : 50.00% 50.00% 37.50% 62.50% 66.67% 33.33% 53.85% 46.15% PEAK HR : 07:15 AM - 08:15 AM 07:15 AM 37 36 43 TOTAL PEAK HR VOL : 1124435424 PEAK HR FACTOR : 0.250 0.250 0.500 0.250 0.500 0.750 0.417 0.500 0.667 0.500 0.375 0.583 0.750 Headers NEB NWB SEB SWB ENS ESB WNB WSB NORTH LEG SOUTH LEG EAST LEG WEST LEG PM EB WB EB WB NB SB NB SB TOTAL 4:00 PM 202010139 4:15 PM 000001001 4:30 PM 001012004 4:45 PM 000003003 5:00 PM 000003003 5:15 PM 000214007 5:30 PM 012001015 5:45 PM 000000000

EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 21523141432 APPROACH %'s : 66.67% 33.33% 71.43% 28.57% 17.65% 82.35% 20.00% 80.00% PEAK HR : 04:30 PM - 05:30 PM 04:30 PM 288 286 293 TOTAL PEAK HR VOL : 00122120017 PEAK HR FACTOR : 0.250 0.250 0.500 0.750 0.607 0.375 0.700 Prepared by National Data & Surveying Services Morello Ave/Mercury Way & Taylor Blvd Peak Hour Turning Movement Count

ID: 19-08294-005 Morello Ave/Mercury Way Day: Wednesday City: Pleasant Hill SOUTHBOUND Date: 05/29/2019 COUNT PERIODS 07:15 AM - 08:15 AM AM 279 9 256 0 539 AM 07:00 AM - 09:00 AM

NONE NOON 0000 0 NOON NONE

PEAK HOURS PEAK 04:45 PM - 05:45 PM PM 217 17 224 0 610 PM 04:00 PM - 06:00 PM

AM NOON PM PM NOON AM 1 0.5 1.5 0 0 248 0 260

983 0 738 WESTBOUND

CONTROL 3 515 0 675 Blvd Taylor

001 01Signalized 33014

262 0 356 1 TEV 2374 0 2484 0 101 AM NOON PM Taylor Blvd 530 0 813 2 PHF 0.87 0.99 EASTBOUND 1057 0 819 9027 1 0 0.5 0.5 1

AM NOON PM PM NOON AM

Total Vehicles (AM) PM 79 25619PM Bikes (AM)

NOON 0 0000NOON 279 9 256 0 1 1

262 260 AM 33 1 291732AM 0 0 530 675 1 0 9 14 NORTHBOUND 0 0 29 17 32 0 0 0 Morello Ave/Mercury Way

Total Vehicles (Noon) Bikes (NOON)

Pedestrians (Crosswalks) N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A PM NOON AM AM NOON PM N/A N/A N/A N/A N/A N/A 2 0 1 1 0 1 N/A N/A N/A N/A N/A N/A N/A N/A PM 1 2 PM NOON 0 0 NOON AM AM Total Vehicles (PM)0 2 Bikes (PM) AM 0 8 AM NOON 0 0 NOON 217 17 224 PM 0 1 PM 0 0 0 1 0 0 0 0 0 356 248 0 0 813 515 0 0

27 33 PM NOON AM AM NOON PM 0 0 5 6 19 0 0 0 National Data & Surveying Services Intersection Turning Movement Count Location: Morello Ave/Mercury Way & Taylor Blvd City: Pleasant Hill Project ID: 19-08294-005 Control: Signalized Date: 5/29/2019 Total

NS/EW Streets: Morello Ave/Mercury Way Morello Ave/Mercury Way Taylor Blvd Taylor Blvd NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND AM 0.50.5101.50.51012101300 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 51702535103366001193240409 7:15 AM 736037159080127203183380546 7:30 AM 7 4 12 1 84 2 63 0 72 155 2 0 3 209 59 0 673 7:45 AM 10 9 10 0 64 2 86 0 53 147 1 0 5 183 111 1 682 8:00 AM 514071471057101403100520473 8:15 AM 128056247035125403187390509 8:30 AM 7 0 11 0 42 1 26 0 35 104 0 0 6 199 31 0 462 8:45 AM 909045035030134308170290472

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 51 20 67 1 424 15 438 0 395 959 16 0 32 1424 383 1 4226 APPROACH %'s : 36.69% 14.39% 48.20% 0.72% 48.35% 1.71% 49.94% 0.00% 28.83% 70.00% 1.17% 0.00% 1.74% 77.39% 20.82% 0.05% PEAK HR : 07:15 AM - 08:15 AM 07:15 AM 38 37 44 07:45 AM TOTAL PEAK HR VOL : 29 17 32 1 256 9 279 0 262 530 9 0 14 675 260 1 2374 PEAK HR FACTOR : 0.725 0.472 0.667 0.250 0.762 0.563 0.811 0.000 0.819 0.855 0.563 0.000 0.700 0.807 0.586 0.250 0.870 0.681 0.895 0.874 0.792 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM 0.50.5101.50.51012101300 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 705256247053183602120501534 4:15 PM 5320481480641971605107460542 4:30 PM 1 1 15 0 47 4 53 0 86 231 6 0 6 105 34 0 589 4:45 PM 2080484570772237110111640612 5:00 PM 100261168083202409141560628 5:15 PM 0550585470102191807138600626 5:30 PM 216057745094197807125681618 5:45 PM 5462635400762211011096620601

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 23 14 47 6 438 29 405 0 635 1645 65 2 56 943 440 2 4750 APPROACH %'s : 25.56% 15.56% 52.22% 6.67% 50.23% 3.33% 46.44% 0.00% 27.06% 70.09% 2.77% 0.09% 3.89% 65.44% 30.53% 0.14% PEAK HR : 04:45 PM - 05:45 PM 04:45 PM 292 289 296 05:00 PM TOTAL PEAK HR VOL : 5 6 19 2 224 17 217 0 356 813 27 1 33 515 248 1 2484 PEAK HR FACTOR : 0.625 0.300 0.594 0.250 0.918 0.607 0.798 0.000 0.873 0.911 0.844 0.250 0.825 0.913 0.912 0.250 0.989 0.800 0.881 0.972 0.967 National Data & Surveying Services Intersection Turning Movement Count

Location: Morello Ave/Mercury Way & Taylor Blvd City: Pleasant Hill Project ID: 19-08294-005 Control: Signalized Date: 5/29/2019 Bikes

NS/EW Streets: Morello Ave/Mercury Way Morello Ave/Mercury Way Taylor Blvd Taylor Blvd NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND AM 0.50.5101.50.51012101300 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 01000000000000001 7:15 AM 00000000000000000 7:30 AM 00001100000000002 7:45 AM 00000000010000001 8:00 AM 00000000000000000 8:15 AM 00001000000000001 8:30 AM 01001000001000003 8:45 AM 00000000000000000

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 02003100011000008 APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 75.00% 25.00% 0.00% 0.00% 0.00% 50.00% 50.00% 0.00% PEAK HR : 07:15 AM - 08:15 AM 07:15 AM 38 37 44 TOTAL PEAK HR VOL : 00001100010000003 PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.250 0.250 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.375 0.250 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM 0.50.5101.50.51012101300 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 00000000000000000 4:15 PM 00000010000000102 4:30 PM 00000000000000000 4:45 PM 00000000000000000 5:00 PM 00000000000000000 5:15 PM 00000000000000000 5:30 PM 00000000000000000 5:45 PM 00000110000000002

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 00000120000000104 APPROACH %'s : 0.00% 33.33% 66.67% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 04:45 PM - 05:45 PM 04:45 PM 292 289 296 TOTAL PEAK HR VOL : 00000000000000000 PEAK HR FACTOR : 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 National Data & Surveying Services

Location:IntersectionMorello Ave/Mercury Way & Ta yTurninglor Blvd MovementProject ID: 19-08294-00 Count5 City: Pleasant Hill Date: 5/29/2019 Pedestrians (Crosswalks)

NS/EW Streets: Morello Ave/Mercury Way Morello Ave/Mercury Way Taylor Blvd Taylor Blvd NORTH LEG SOUTH LEG EAST LEG WEST LEG AM EB WB EB WB NB SB NB SB TOTAL 7:00 AM 000000000 7:15 AM 000000000 7:30 AM 000010001 7:45 AM 110040006 8:00 AM 000032005 8:15 AM 000000000 8:30 AM 000001203 8:45 AM 000000000

EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 1100832015 APPROACH %'s : 50.00% 50.00% 72.73% 27.27% 100.00% 0.00% PEAK HR : 07:15 AM - 08:15 AM 07:15 AM 37 36 43 TOTAL PEAK HR VOL : 1100820012 PEAK HR FACTOR : 0.250 0.250 0.500 0.250 0.500 0.250 0.500 Headers NEB NWB SEB SWB ENS ESB WNB WSB NORTH LEG SOUTH LEG EAST LEG WEST LEG PM EB WB EB WB NB SB NB SB TOTAL 4:00 PM 000000000 4:15 PM 100000001 4:30 PM 000010001 4:45 PM 100001002 5:00 PM 010000001 5:15 PM 000000000 5:30 PM 101011015 5:45 PM 000000000

EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 3110220110 APPROACH %'s : 75.00% 25.00% 100.00% 0.00% 50.00% 50.00% 0.00% 100.00% PEAK HR : 04:45 PM - 05:45 PM 04:45 PM 289 286 293 TOTAL PEAK HR VOL : 211012018 PEAK HR FACTOR : 0.500 0.250 0.250 0.250 0.500 0.250 0.400 0.750 0.250 0.375 0.250 Prepared by National Data & Surveying Services Norse Dr & Viking Dr Peak Hour Turning Movement Count

ID: 19-08294-006 Norse Dr Day: Tuesday City: Pleasant Hill SOUTHBOUND Date: 05/21/2019 COUNT PERIODS 07:15 AM - 08:15 AM AM 14 57 218 0 109 AM 07:00 AM - 09:00 AM

NONE NOON 0000 0 NOON NONE

PEAK HOURS PEAK 04:30 PM - 05:30 PM PM 24 70 48 0 214 PM 04:00 PM - 06:00 PM

AM NOON PM PM NOON AM 0100 0 49057

171 0 157 WESTBOUND CONTROL 2 110 0 134 Viking Dr

000 004-Way Stop 62076

18062 0 TEV 1115 0 792 0 000

Viking Dr AM NOON PM 247 0 127 1 PHF 0.86 0.87 EASTBOUND 252 0 660 42037 0 0010

AM NOON PM PM NOON AM

Total Vehicles (AM) PM 169 0 23 103 77 PM Bikes (AM)

NOON 0 0000NOON 14 57 218 0 0 3

18 57 AM 175 0 23 34 195 AM 0 0 247 134 7 1 42 76 NORTHBOUND 0 0 23 34 195 0 0 3 Norse Dr

Total Vehicles (Noon) Bikes (NOON)

Pedestrians (Crosswalks) N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A PM NOON AM AM NOON PM N/A N/A N/A N/A N/A N/A 4 0 15 0 0 5 N/A N/A N/A N/A N/A N/A N/A N/A PM 1 11 PM NOON 0 0 NOON AM AM Total Vehicles (PM)1 30 Bikes (PM) AM 1 20 AM NOON 0 0 NOON 24 70 48 PM 1 1 PM 0 0 0 0 0 57 4 0 3 62 49 0 0 127 110 0 2

37 62 PM NOON AM AM NOON PM 0 0 23 103 77 0 1 0 National Data & Surveying Services Intersection Turning Movement Count Location: Norse Dr & Viking Dr City: Pleasant Hill Project ID: 19-08294-006 Control: 4-Way Stop Date: 5/21/2019 Total

NS/EW Streets: Norse Dr Norse Dr Viking Dr Viking Dr NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND AM 0100010001000200 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 231603112501304042260136 7:15 AM 4 3 49 0 71 19 2 0 1 79 8 0 17 19 11 0 283 7:30 AM 14630707102761002540150314 7:45 AM 11 12 59 0 49 14 5 0 2 63 5 0 25 60 20 0 325 8:00 AM 7 15 24 0 28 17 6 0 13 29 19 0 9 15 11 0 193 8:15 AM 19240516906251604920126 8:30 AM 291701315505284121140116 8:45 AM 310170611419217081570119

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 31 65 269 0 273 111 37 1 39 351 73 1 94 191 76 0 1612 APPROACH %'s : 8.49% 17.81% 73.70% 0.00% 64.69% 26.30% 8.77% 0.24% 8.41% 75.65% 15.73% 0.22% 26.04% 52.91% 21.05% 0.00% PEAK HR : 07:15 AM - 08:15 AM 07:15 AM 38 37 44 07:45 AM TOTAL PEAK HR VOL : 23 34 195 0 218 57 14 0 18 247 42 0 76 134 57 0 1115 PEAK HR FACTOR : 0.523 0.567 0.774 0.000 0.768 0.750 0.583 0.000 0.346 0.782 0.553 0.000 0.760 0.558 0.713 0.000 0.858 0.768 0.785 0.872 0.636 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM 0100010001000200 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 8 17 11 0 8 25 4 0 8 31 7 0 25 33 19 0 196 4:15 PM 2 10 17 0 10 17 5 0 10 22 6 0 13 23 15 0 150 4:30 PM 6 21 12 0 15 15 5 0 15 29 9 0 12 28 13 0 180 4:45 PM 7 26 22 0 17 13 4 0 17 37 5 0 14 26 8 0 196 5:00 PM 4 23 24 0 10 22 8 0 17 33 14 0 19 36 18 0 228 5:15 PM 633190 6207 013289 01720100188 5:30 PM 9366 014106 018219 01418120173 5:45 PM 7 24 12 0 25 13 2 0 13 37 8 0 11 17 10 0 179

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 49 190 123 0 105 135 41 0 111 238 67 0 125 201 105 0 1490 APPROACH %'s : 13.54% 52.49% 33.98% 0.00% 37.37% 48.04% 14.59% 0.00% 26.68% 57.21% 16.11% 0.00% 29.00% 46.64% 24.36% 0.00% PEAK HR : 04:30 PM - 05:30 PM 04:30 PM 291 289 296 05:00 PM TOTAL PEAK HR VOL : 23 103 77 0 48 70 24 0 62 127 37 0 62 110 49 0 792 PEAK HR FACTOR : 0.821 0.780 0.802 0.000 0.706 0.795 0.750 0.000 0.912 0.858 0.661 0.000 0.816 0.764 0.681 0.000 0.868 0.875 0.888 0.883 0.757 National Data & Surveying Services Intersection Turning Movement Count

Location: Norse Dr & Viking Dr City: Pleasant Hill Project ID: 19-08294-006 Control: 4-Way Stop Date: 5/21/2019 Bikes

NS/EW Streets: Norse Dr Norse Dr Viking Dr Viking Dr NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND AM 0100010001000200 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 00002100010000004 7:15 AM 00102000010000004 7:30 AM 00101000030000005 7:45 AM 00100000030001005 8:00 AM 00000000000000000 8:15 AM 00100000000000001 8:30 AM 00000000000000000 8:45 AM 00000000000001001

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 004051000800020020 APPROACH %'s : 0.00% 0.00% 100.00% 0.00% 83.33% 16.67% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 07:15 AM - 08:15 AM 07:15 AM 38 37 44 TOTAL PEAK HR VOL : 003030000700010014 PEAK HR FACTOR : 0.000 0.000 0.750 0.000 0.375 0.000 0.000 0.000 0.000 0.583 0.000 0.000 0.000 0.250 0.000 0.000 0.700 0.750 0.375 0.583 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM 0100010001000200 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 00000000000000000 4:15 PM 00000000000002002 4:30 PM 00000000000000000 4:45 PM 01000000000001002 5:00 PM 00000000000001001 5:15 PM 00000000000000000 5:30 PM 01000000000001002 5:45 PM 00000000000001001

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 02000000000006008 APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 04:30 PM - 05:30 PM 04:30 PM 291 289 296 TOTAL PEAK HR VOL : 01000000000002003 PEAK HR FACTOR : 0.00 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.000 0.000 0.375 0.250 0.500 National Data & Surveying Services

Location:IntersectionNorse Dr & Viking Dr Turning MovementProject ID: 19-08294-00 Count6 City: Pleasant Hill Date: 5/21/2019 Pedestrians (Crosswalks)

NS/EW Streets: Norse Dr Norse Dr Viking Dr Viking Dr NORTH LEG SOUTH LEG EAST LEG WEST LEG AM EB WB EB WB NB SB NB SB TOTAL 7:00 AM 011011004 7:15 AM 2090250018 7:30 AM 503603180163 7:45 AM 40941060033 8:00 AM 4030511014 8:15 AM 2121530014 8:30 AM 000140005 8:45 AM 300031007

EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 20 2 60 6 33 35 1 1 158 APPROACH %'s : 90.91% 9.09% 90.91% 9.09% 48.53% 51.47% 50.00% 50.00% PEAK HR : 07:15 AM - 08:15 AM 07:15 AM 37 36 43 TOTAL PEAK HR VOL : 15 0 57 4 20 30 1 1 128 PEAK HR FACTOR : 0.750 0.396 0.250 0.500 0.417 0.250 0.250 0.508 0.750 0.424 0.595 0.500 Headers NEB NWB SEB SWB ENS ESB WNB WSB NORTH LEG SOUTH LEG EAST LEG WEST LEG PM EB WB EB WB NB SB NB SB TOTAL 4:00 PM 1301160113 4:15 PM 000001001 4:30 PM 010016019 4:45 PM 200201005 5:00 PM 140102008 5:15 PM 100002104 5:30 PM 011212119 5:45 PM 214010008

EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 710564202357 APPROACH %'s : 41.18% 58.82% 45.45% 54.55% 16.67% 83.33% 40.00% 60.00% PEAK HR : 04:30 PM - 05:30 PM 04:30 PM 288 286 293 TOTAL PEAK HR VOL : 45031111126 PEAK HR FACTOR : 0.500 0.313 0.375 0.250 0.458 0.250 0.250 0.722 0.450 0.375 0.429 0.500 Prepared by National Data & Surveying Services Norse Dr & Paso Nogal Rd Peak Hour Turning Movement Count

ID: 19-08294-007 Norse Dr Day: Tuesday City: Pleasant Hill SOUTHBOUND Date: 05/21/2019 COUNT PERIODS 07:15 AM - 08:15 AM AM 0000 0 AM 07:00 AM - 09:00 AM

NONE NOON 0000 0 NOON NONE

PEAK HOURS PEAK 04:30 PM - 05:30 PM PM 0000 0 PM 04:00 PM - 06:00 PM

AM NOON PM PM NOON AM 0000 0 000

155 0 232 WESTBOUND Paso Nogal Rd Nogal Paso CONTROL 2 159 0 92

000 011-Way Stop (NB) 89085

000 0 TEV 696 0 631 0 000 AM NOON PM 187 0 115 1 PHF 0.82 0.92 Paso Nogal Rd EASTBOUND 249 0 241 215 0 60 1 0010

AM NOON PM PM NOON AM

Total Vehicles (AM) PM 150 1730134PM Bikes (AM)

NOON 0 0000NOON 0 0 0 0 0 0

0 0 AM 300 063054AM 0 0 187 92 0 0 215 85 NORTHBOUND 3 0 63 0 54 0 0 0 Norse Dr

Total Vehicles (Noon) Bikes (NOON)

Pedestrians (Crosswalks) N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A PM NOON AM AM NOON PM N/A N/A N/A N/A N/A N/A 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A PM 0 0 PM NOON 0 0 NOON AM AM Total Vehicles (PM)0 0 Bikes (PM) AM 0 0 AM NOON 0 0 NOON 0 0 0 PM 0 0 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 115 159 0 0

60 89 PM NOON AM AM NOON PM 0 0 73 0 134 1 0 0 National Data & Surveying Services Intersection Turning Movement Count Location: Norse Dr & Paso Nogal Rd City: Pleasant Hill Project ID: 19-08294-007 Control: 1-Way Stop (NB) Date: 5/21/2019 Total

NS/EW Streets: Norse Dr Norse Dr Paso Nogal Rd Paso Nogal Rd NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND AM 0100000001101200 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 608000000924020180085 7:15 AM 90800000021820202200162 7:30 AM 2101300000067660212400212 7:45 AM 2301000000058410192600177 8:00 AM 1002300000041260252000145 8:15 AM 20130000003315017150095 8:30 AM 80900000023190950073 8:45 AM 80180000001714012150084

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 8701020000002692870143145001033 APPROACH %'s : 46.03% 0.00% 53.97% 0.00% 0.00% 48.38% 51.62% 0.00% 49.65% 50.35% 0.00% 0.00% PEAK HR : 07:15 AM - 08:15 AM 07:15 AM 38 37 44 07:30 AM TOTAL PEAK HR VOL : 630540000001872150859200696 PEAK HR FACTOR : 0.685 0.000 0.587 0.000 0.000 0.000 0.000 0.000 0.000 0.698 0.655 0.000 0.850 0.885 0.000 0.000 0.821 0.860 0.756 0.983 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM 0100000001101200 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 240190000003370204300146 4:15 PM 1802100000028110203600134 4:30 PM 1702900000031150234000155 4:45 PM 1503600000026170223700153 5:00 PM 2403700000021160264800172 5:15 PM 1703210000037120183400151 5:30 PM 2503600000032160172800154 5:45 PM 1702900000023230182600136

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 15702391000002311170164292001201 APPROACH %'s : 39.55% 0.00% 60.20% 0.25% 0.00% 66.38% 33.62% 0.00% 35.96% 64.04% 0.00% 0.00% PEAK HR : 04:30 PM - 05:30 PM 04:30 PM 291 289 296 05:00 PM TOTAL PEAK HR VOL : 7301341000001156008915900631 PEAK HR FACTOR : 0.760 0.000 0.905 0.250 0.000 0.000 0.000 0.000 0.000 0.777 0.882 0.000 0.856 0.828 0.000 0.000 0.917 0.852 0.893 0.838 National Data & Surveying Services Intersection Turning Movement Count

Location: Norse Dr & Paso Nogal Rd City: Pleasant Hill Project ID: 19-08294-007 Control: 1-Way Stop (NB) Date: 5/21/2019 Bikes

NS/EW Streets: Norse Dr Norse Dr Paso Nogal Rd Paso Nogal Rd NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND AM 0100000001101200 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 00000000002000002 7:15 AM 00000000002000002 7:30 AM 00000000001000001 7:45 AM 00000000000000000 8:00 AM 00000000000000000 8:15 AM 00000000000000000 8:30 AM 00000000000000000 8:45 AM 00000000000000000

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 00000000005000005 APPROACH %'s : 0.00% 0.00% 100.00% 0.00% PEAK HR : 07:15 AM - 08:15 AM 07:15 AM 38 37 44 TOTAL PEAK HR VOL : 00000000003000003 PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.375 0.000 0.000 0.000 0.000 0.000 0.375 0.375 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM 0100000001101200 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 00000000000000000 4:15 PM 00000000000000000 4:30 PM 00000000000000000 4:45 PM 10000000000000001 5:00 PM 00000000000000000 5:15 PM 00000000000000000 5:30 PM 00000000000000000 5:45 PM 00000000000000000

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 10000000000000001 APPROACH %'s : 100.00% 0.00% 0.00% 0.00% PEAK HR : 04:30 PM - 05:30 PM 04:30 PM 291 289 296 TOTAL PEAK HR VOL : 10000000000000001 PEAK HR FACTOR : 0.25 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.250 National Data & Surveying Services

Location:IntersectionNorse Dr & Paso Nogal Rd Turning MovementProject ID: 19-08294-00 Count7 City: Pleasant Hill Date: 5/21/2019 Pedestrians (Crosswalks)

NS/EW Streets: Norse Dr Norse Dr Paso Nogal Rd Paso Nogal Rd NORTH LEG SOUTH LEG EAST LEG WEST LEG AM EB WB EB WB NB SB NB SB TOTAL 7:00 AM 001000001 7:15 AM 000000000 7:30 AM 000000000 7:45 AM 000000000 8:00 AM 000000000 8:15 AM 002000002 8:30 AM 000000000 8:45 AM 000000000

EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 003000003 APPROACH %'s : 100.00% 0.00% PEAK HR : 07:15 AM - 08:15 AM 07:15 AM 37 36 43 TOTAL PEAK HR VOL : 000000000 PEAK HR FACTOR :

Headers NEB NWB SEB SWB ENS ESB WNB WSB NORTH LEG SOUTH LEG EAST LEG WEST LEG PM EB WB EB WB NB SB NB SB TOTAL 4:00 PM 002000002 4:15 PM 000000000 4:30 PM 000000000 4:45 PM 000000000 5:00 PM 000000000 5:15 PM 000000000 5:30 PM 000000000 5:45 PM 000000000

EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 002000002 APPROACH %'s : 100.00% 0.00% PEAK HR : 04:30 PM - 05:30 PM 04:30 PM 288 286 293 TOTAL PEAK HR VOL : 000000000 PEAK HR FACTOR : www.idaxdata.com

Norse Dr Civic Dr

Date: 04-23-2019 N Peak Hour Count Period: 7:00 AM to 9:00 AM

Peak Hour: 7:15 AM to 8:15 AM

170

286

138

5 27

0 0

0 Norse Dr Norse Civic Dr

24 0 7 96 202 0 0

1 TEV: 887 4 6 PHF: 0.72 0 5 0 4 174 13 185 1 0 8 0 2

400 Taylor Blvd

Dwy HV %: PHF

0 2

87 EB 0.0% 0.41

154 261

WB 0.0% 0.56 Norse Dr Norse NB 0.2% 0.75

SB 0.0% 0.79 320 502 TOTAL 0.1% 0.72

Two-Hour Count Summaries 400 Taylor Blvd Dwy Civic Dr Norse Dr Norse Dr Interval 15-min Rolling Eastbound Westbound Northbound Southbound Start Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 4 0 8 0 7 15 10 0 9 19 0 72 0 7:15 AM 0 0 0 0 0 24 1 8 0 13 72 25 0 5 30 1 179 0 7:30 AM 0 0 3 5 0 84 0 6 0 20 86 61 0 6 37 2 310 0 7:45 AM 0 1 1 0 0 51 3 4 0 30 70 50 0 6 47 1 264 825 8:00 AM 0 0 0 3 0 15 0 6 0 24 33 18 0 10 24 1 134 887 8:15 AM 0 0 0 3 0 12 0 2 0 40 30 11 0 19 23 2 142 850 8:30 AM 0 0 0 5 0 6 1 7 0 26 32 14 0 5 23 2 121 661 8:45 AM 0 1 1 7 0 6 0 7 0 28 24 15 0 11 14 2 116 513 Count Total 0 2 5 23 0 202 5 48 0 188 362 204 0 71 217 11 1,338 0 All 0 1 4 8 0 174 4 24 0 87 261 154 0 27 138 5 887 0 Peak HV 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 Hour HV% - 0% 0% 0% - 0% 0% 0% - 0% 0% 0% - 0% 0% 0% 0% 0 Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Interval Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Start EB WB NB SB Total EB WB NB SB Total East West North South Total 7:00 AM 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 2 0 2 2 2 2 0 6 7:30 AM 0 0 0 0 0 0 0 1 0 1 3 2 3 0 8 7:45 AM 0 0 0 0 0 0 0 1 0 1 0 0 0 1 1 8:00 AM 0 0 1 0 1 1 0 0 0 1 1 1 2 1 5 8:15 AM 0 0 2 0 2 0 0 0 0 0 1 2 3 0 6 8:30 AM 0 1 0 2 3 0 0 0 0 0 0 0 2 0 2 8:45 AM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 Count Total 1 1 3 2 7 1 0 4 0 5 7 7 12 2 28 Peak Hour 0 0 1 0 1 1 0 4 0 5 6 5 7 2 20

Project Manager: (415) 310-6469 [email protected] www.idaxdata.com

Two-Hour Count Summaries - Heavy Vehicles 400 Taylor Blvd Dwy Civic Dr Norse Dr Norse Dr Interval 15-min Rolling Eastbound Westbound Northbound Southbound Start Total One Hour 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 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 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 3 8:30 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 1 3 6 8:45 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 7 Count Total 0 0 1 0 0 0 0 1 0 0 3 0 0 0 1 1 7 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0

Two-Hour Count Summaries - Bikes 400 Taylor Blvd Dwy Civic Dr Norse Dr Norse Dr Interval 15-min Rolling Eastbound Westbound Northbound Southbound Start Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 7:00 AM 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 2 0 0 0 2 0 7:30 AM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 7:45 AM 0 0 0 0 0 0 0 1 0 0 0 0 1 4 8:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 1 5 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 3 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Count Total 0 0 1 0 0 0 0 2 2 0 0 0 5 0 Peak Hour 0 0 1 0 0 0 0 2 2 0 0 0 5 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any.

Project Manager: (415) 310-6469 [email protected] www.idaxdata.com

Norse Dr Civic Dr

Date: 04-23-2019 N Peak Hour Count Period: 4:00 PM to 6:00 PM

Peak Hour: 4:30 PM to 5:30 PM

163

228

129

2 32

0 2

0 Norse Dr Norse Civic Dr

34 0 5 6 96 0 0

14 TEV: 608 0 2 PHF: 0.8 0 4 0 1 62 125 73 0 1 110 0 1

400 Taylor Blvd

Dwy HV %: PHF

0 1

40 EB 0.0% 0.69 180

WB 1.0% 0.89 Norse Dr Norse NB 0.0% 0.88

SB 0.0% 0.74 301 224 TOTAL 0.2% 0.80

Two-Hour Count Summaries 400 Taylor Blvd Dwy Civic Dr Norse Dr Norse Dr Interval 15-min Rolling Eastbound Westbound Northbound Southbound Start Total One Hour UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 1 0 19 0 11 0 13 0 4 31 10 0 4 52 1 146 0 4:15 PM 0 1 0 15 0 7 0 9 0 6 26 6 0 4 32 0 106 0 4:30 PM 0 0 0 28 0 16 0 10 0 3 36 11 0 5 27 0 136 0 4:45 PM 0 3 0 27 0 19 0 5 0 1 44 8 0 8 36 1 152 540 5:00 PM 0 8 0 37 0 15 0 12 0 0 57 7 0 12 43 0 191 585 5:15 PM 0 3 1 18 0 12 0 7 0 0 43 14 0 7 23 1 129 608 5:30 PM 0 3 0 18 0 11 0 12 0 0 41 5 0 6 37 0 133 605 5:45 PM 0 1 0 7 0 14 0 26 0 0 47 7 0 3 27 0 132 585 Count Total 0 20 1 169 0 105 0 94 0 14 325 68 0 49 277 3 1,125 0 All 0 14 1 110 0 62 0 34 0 4 180 40 0 32 129 2 608 0 Peak HV 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 Hour HV% - 0% 0% 0% - 2% - 0% - 0% 0% 0% - 0% 0% 0% 0% 0 Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Interval Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Start EB WB NB SB Total EB WB NB SB Total East West North South Total 4:00 PM 0 0 0 0 0 0 0 0 1 1 1 3 1 4 9 4:15 PM 0 1 1 0 2 0 0 0 0 0 4 3 3 0 10 4:30 PM 0 1 0 0 1 0 0 0 0 0 1 1 2 0 4 4:45 PM 0 0 0 0 0 0 0 0 1 1 0 1 0 1 2 5:00 PM 0 0 0 0 0 0 1 2 1 4 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 1 2 3 0 6 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 5:45 PM 0 0 0 0 0 0 1 0 0 1 2 1 1 0 4 Count Total 0 2 1 0 3 0 2 2 3 7 9 11 12 5 37 Peak Hour 0 1 0 0 1 0 1 2 2 5 2 4 5 1 12

Project Manager: (415) 310-6469 [email protected] www.idaxdata.com

Two-Hour Count Summaries - Heavy Vehicles 400 Taylor Blvd Dwy Civic Dr Norse Dr Norse Dr Interval 15-min Rolling Eastbound Westbound Northbound Southbound Start Total One Hour 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 0 1 0 0 0 0 2 0 4:30 PM 0 0 0 0 0 1 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 0 0 0 0 0 0 0 3 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 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 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 2 0 0 0 0 0 1 0 0 0 0 3 0 Peak Hour 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0

Two-Hour Count Summaries - Bikes 400 Taylor Blvd Dwy Civic Dr Norse Dr Norse Dr Interval 15-min Rolling Eastbound Westbound Northbound Southbound Start Total One Hour LT TH RT LT TH RT LT TH RT LT TH RT 4:00 PM 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 4:30 PM 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 1 2 5:00 PM 0 0 0 1 0 0 0 1 1 0 1 0 4 5 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 5 5:45 PM 0 0 0 1 0 0 0 0 0 0 0 0 1 5 Count Total 0 0 0 2 0 0 0 1 1 0 3 0 7 0 Peak Hour 0 0 0 1 0 0 0 1 1 0 2 0 5 0 Note: U-Turn volumes for bikes are included in Left-Turn, if any.

Project Manager: (415) 310-6469 [email protected] IDAX Data Solutions Project: 19157 ‐ Pleasand Hill ‐ Civic Dr TMC 401 Taylor Blvd, Pleasant Hill

Site Code Dwy W/O Lucille Ln Date: 23‐Apr 1‐Hour Totals Time: In Out Hour In Out Total 7:00 1 0 7:00 AM ‐ 8:00 AM 12 0 12 7:15 2 0 7:15 AM ‐ 8:15 AM 13 0 13 7:30 4 0 7:30 AM ‐ 8:30 AM 11 0 11 7:45 5 0 7:45 AM ‐ 8:45 AM 81 9 8:00 2 0 8:00 AM ‐ 9:00 AM 31 4 8:15 0 0 8:30 1 1 8:45 0 0 AM Total: 15 1

Hour In Out Total 4:00 PM 1 2 4:00 PM ‐ 5:00 PM 45 9 4:15 PM 1 2 4:15 PM ‐ 5:15 PM 6410 4:30 PM 1 1 4:30 PM ‐ 5:30 PM 7916 4:45 PM 1 0 4:45 PM ‐ 5:45 PM 61622 5:00 PM 3 1 5:00 PM ‐ 6:00 PM 62127 5:15 PM 2 7 5:30 PM 0 8 5:45 PM 1 5 PM Total: 10 26 Daily Total: 25 27 Spot Speed Study Prepared by: National Data & Surveying Services

City of Pleasant Hill

Northbound & Southbound DATE:5/22/2019 Location: Lucille Ln 90' N/O Stanmore Dr TIME:09:30-11:20 Posted Speed: 25 MPH Clear/Dry Project #: 19-8295-001 Northbound & Southbound Spot Speeds

Speed ALL Vehicles mph

10 <=10 11 12 12 13 14 14 15 16 16 17 1 18 18 19 1 20 20 2 21 2 22 22 1 23 2 24 24 4 25 3 26 26 5 27 8 28 28 10 29 13 30 30 13 31 15 32 32 9 33 6 34 34 3 35 4 36 36 6 37 6 38 38 39 2 40 1 40 41 42 42 43 - Speed MPH 44 44 45 46 46 47 48 48 49 50 50 51 52 52 53 54 54 55 56 56 57 58 58 59 60 60 61 62 62 63 64 64 65 66 66 67 68 68 69 >=70 70 0 5 10 15 20 Number of Vehicles SPEED PARAMETERS 50th 85th 10 MPH Percent in Class Count Range Percentile Percentile Pace # in Pace Pace % / # Below Pace % / # Above Pace ALL 117 17 - 40 30 mph 35 mph 27 - 36 87 74% 17% / 21 8% / 9 Spot Speed Study Prepared by: National Data & Surveying Services

City of Pleasant Hill

Northbound & Southbound DATE:5/22/2019 Location: 1700 Lucille Ln TIME:09:30-11:15 Posted Speed: 25 MPH Clear/Dry Project #: 19-8295-002 Northbound & Southbound Spot Speeds

Speed ALL Vehicles mph

10 <=10 11 12 12 13 14 14 15 16 16 17 18 18 19 20 20 21 22 22 2 23 4 24 24 2 25 5 26 26 5 27 9 28 28 7 29 17 30 30 12 31 13 32 32 10 33 13 34 34 7 35 9 36 36 5 37 3 38 38 1 39 40 40 41 42 42 43 - Speed MPH 44 44 45 46 46 47 48 48 49 50 50 51 52 52 53 54 54 55 56 56 57 58 58 59 60 60 61 62 62 63 64 64 65 66 66 67 68 68 69 >=70 70 0 5 10 15 20 Number of Vehicles SPEED PARAMETERS 50th 85th 10 MPH Percent in Class Count Range Percentile Percentile Pace # in Pace Pace % / # Below Pace % / # Above Pace ALL 124 22 - 38 30 mph 34 mph 26 - 35 102 82% 10% / 13 8% / 9 401 Taylor Boulevard Residential Traffic Impact Study

Appendix B – Existing Conditions Intersections Level of Service Worksheets

HCM 2010 Signalized Intersection Summary AM Peak 1: Lucille Ln/Norse Dr & Taylor Blvd 02/23/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 155 613 75 134 778 210 43 122 98 129 66 118 Future Volume (veh/h) 155 613 75 134 778 210 43 122 98 129 66 118 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1845 Adj Flow Rate, veh/h 174 689 0 172 997 269 63 179 144 198 102 182 Adj No. of Lanes 120120011011 Peak Hour Factor 0.89 0.89 0.89 0.78 0.78 0.78 0.68 0.68 0.68 0.65 0.65 0.65 Percent Heavy Veh, % 333333333333 Cap, veh/h 191 1228 0 205 978 263 76 215 240 220 113 291 Arrive On Green 0.11 0.35 0.00 0.12 0.36 0.36 0.16 0.16 0.16 0.19 0.19 0.19 Sat Flow, veh/h 1757 3597 0 1757 2732 734 474 1347 1505 1179 607 1563 Grp Volume(v), veh/h 174 689 0 172 638 628 242 0 144 300 0 182 Grp Sat Flow(s),veh/h/ln 1757 1752 0 1757 1752 1714 1821 0 1505 1786 0 1563 Q Serve(g_s), s 9.4 15.3 0.0 9.2 34.5 34.5 12.4 0.0 8.6 15.8 0.0 10.3 Cycle Q Clear(g_c), s 9.4 15.3 0.0 9.2 34.5 34.5 12.4 0.0 8.6 15.8 0.0 10.3 Prop In Lane 1.00 0.00 1.00 0.43 0.26 1.00 0.66 1.00 Lane Grp Cap(c), veh/h 191 1228 0 205 627 614 291 0 240 333 0 291 V/C Ratio(X) 0.91 0.56 0.00 0.84 1.02 1.02 0.83 0.00 0.60 0.90 0.00 0.62 Avail Cap(c_a), veh/h 191 1228 0 253 627 614 353 0 292 339 0 297 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 42.5 25.3 0.0 41.7 30.9 30.9 39.2 0.0 37.6 38.3 0.0 36.1 Incr Delay (d2), s/veh 40.4 0.6 0.0 18.2 40.2 42.4 13.2 0.0 2.4 25.6 0.0 3.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.7 7.5 0.0 5.5 23.6 23.4 7.3 0.0 3.7 10.2 0.0 4.8 LnGrp Delay(d),s/veh 82.9 25.9 0.0 59.9 71.1 73.3 52.5 0.0 40.0 63.9 0.0 40.0 LnGrp LOS F C E F F D D E D Approach Vol, veh/h 863 1438 386 482 Approach Delay, s/veh 37.4 70.7 47.8 54.9 Approach LOS D E D D Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 19.9 15.7 38.3 22.5 15.0 39.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.7 13.9 31.1 18.3 10.5 34.5 Max Q Clear Time (g_c+I1), s 14.4 11.2 17.3 17.8 11.4 36.5 Green Ext Time (p_c), s 0.8 0.1 3.7 0.1 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 56.5 HCM 2010 LOS E

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 1 HCM 2010 TWSC AM Peak 2: Taylor Blvd & Civic Dr 02/23/2021

Intersection Int Delay, s/veh 16.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 146 694 1005 333 100 134 Future Vol, veh/h 146 694 1005 333 100 134 Conflicting Peds, #/hr 2 00200 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 140 - - 90 0 0 Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 86 86 57 57 Heavy Vehicles, % 3 33333 Mvmt Flow 162 771 1169 387 175 235

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1558 0 - 0 1881 587 Stage 1 - - - - 1171 - Stage 2 - - - - 710 - Critical Hdwy 4.16 - - - 6.86 6.96 Critical Hdwy Stg 1 - - - - 5.86 - Critical Hdwy Stg 2 - - - - 5.86 - Follow-up Hdwy 2.23 - - - 3.53 3.33 Pot Cap-1 Maneuver 416 - - - ~ 62 450 Stage 1 - - - - 255 - Stage 2 - - - - 446 - Platoon blocked, % - - - Mov Cap-1 Maneuver 415 - - - ~ 38 449 Mov Cap-2 Maneuver - - - - ~ 140 - Stage 1 - - - - ~ 155 - Stage 2 - - - - 445 -

Approach EB WB SB HCM Control Delay, s 3.3 0 106.7 HCM LOS F

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 415 - - - 140 449 HCM Lane V/C Ratio 0.391 - - - 1.253 0.524 HCM Control Delay (s) 19.1 - - - 220.9 21.5 HCM Lane LOS C - - - F C HCM 95th %tile Q(veh) 1.8 - - - 10.6 3 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 2 HCM 2010 Signalized Intersection Summary AM Peak 3: Ruth Dr & Taylor Blvd 02/23/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 733 42 55 1225 39 59 37 102 43 42 33 Future Volume (veh/h) 31 733 42 55 1225 39 59 37 102 43 42 33 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 0.97 1.00 0.97 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1900 Adj Flow Rate, veh/h 37 873 50 62 1392 44 95 60 0 78 76 60 Adj No. of Lanes 120120011010 Peak Hour Factor 0.84 0.84 0.84 0.88 0.88 0.88 0.62 0.62 0.62 0.55 0.55 0.55 Percent Heavy Veh, % 333333333333 Cap, veh/h 69 1540 88 99 1642 52 299 164 370 193 167 105 Arrive On Green 0.04 0.46 0.46 0.06 0.47 0.47 0.24 0.24 0.00 0.24 0.24 0.24 Sat Flow, veh/h 1757 3370 193 1757 3466 109 811 696 1568 433 709 445 Grp Volume(v), veh/h 37 454 469 62 703 733 155 0 0 214 0 0 Grp Sat Flow(s),veh/h/ln 1757 1752 1811 1757 1752 1823 1506 0 1568 1586 0 0 Q Serve(g_s), s 1.1 10.2 10.2 1.9 18.9 19.0 0.0 0.0 0.0 1.8 0.0 0.0 Cycle Q Clear(g_c), s 1.1 10.2 10.2 1.9 18.9 19.0 4.2 0.0 0.0 6.0 0.0 0.0 Prop In Lane 1.00 0.11 1.00 0.06 0.61 1.00 0.36 0.28 Lane Grp Cap(c), veh/h 69 801 828 99 830 864 463 0 370 465 0 0 V/C Ratio(X) 0.53 0.57 0.57 0.63 0.85 0.85 0.33 0.00 0.00 0.46 0.00 0.00 Avail Cap(c_a), veh/h 167 847 875 219 899 936 621 0 548 637 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 25.3 10.7 10.7 24.8 12.4 12.5 17.3 0.0 0.0 17.9 0.0 0.0 Incr Delay (d2), s/veh 6.2 0.8 0.8 6.4 7.1 7.0 0.4 0.0 0.0 0.7 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/ln 0.7 5.1 5.3 1.1 10.6 11.0 2.0 0.0 0.0 2.9 0.0 0.0 LnGrp Delay(d),s/veh 31.6 11.5 11.5 31.3 19.6 19.5 17.7 0.0 0.0 18.6 0.0 0.0 LnGrp LOS C B B C B B B B Approach Vol, veh/h 960 1498 155 214 Approach Delay, s/veh 12.3 20.0 17.7 18.6 Approach LOS BBBB Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 17.2 7.5 29.1 17.2 6.6 30.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.8 6.7 26.0 18.8 5.1 27.6 Max Q Clear Time (g_c+I1), s 6.2 3.9 12.2 8.0 3.1 21.0 Green Ext Time (p_c), s 0.7 0.0 4.7 0.9 0.0 4.4 Intersection Summary HCM 2010 Ctrl Delay 17.1 HCM 2010 LOS B

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 3 HCM 2010 Signalized Intersection Summary AM Peak 4: Contra Costa Blvd & Taylor Blvd/Sunvalley Blvd 02/23/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 115 570 200 541 993 508 136 273 302 207 466 193 Future Volume (veh/h) 115 570 200 541 993 508 136 273 302 207 466 193 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 160 792 0 615 1128 0 145 290 0 246 555 0 Adj No. of Lanes 2 31221231221 Peak Hour Factor 0.72 0.72 0.72 0.88 0.88 0.88 0.94 0.94 0.94 0.84 0.84 0.84 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 244 1210 377 708 1319 590 236 958 298 323 757 338 Arrive On Green 0.07 0.24 0.00 0.21 0.38 0.00 0.07 0.19 0.00 0.09 0.22 0.00 Sat Flow, veh/h 3408 5036 1568 3408 3505 1568 3408 5036 1568 3408 3505 1568 Grp Volume(v), veh/h 160 792 0 615 1128 0 145 290 0 246 555 0 Grp Sat Flow(s),veh/h/ln1704 1679 1568 1704 1752 1568 1704 1679 1568 1704 1752 1568 Q Serve(g_s), s 3.1 9.6 0.0 11.8 20.0 0.0 2.8 3.3 0.0 4.7 10.0 0.0 Cycle Q Clear(g_c), s 3.1 9.6 0.0 11.8 20.0 0.0 2.8 3.3 0.0 4.7 10.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 244 1210 377 708 1319 590 236 958 298 323 757 338 V/C Ratio(X) 0.66 0.65 0.00 0.87 0.85 0.00 0.61 0.30 0.00 0.76 0.73 0.00 Avail Cap(c_a), veh/h 253 1344 418 738 1434 642 268 1344 418 323 992 444 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 30.5 23.1 0.0 25.8 19.3 0.0 30.5 23.5 0.0 29.8 24.6 0.0 Incr Delay (d2), s/veh 5.8 1.0 0.0 10.6 5.0 0.0 3.4 0.2 0.0 10.1 2.0 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 4.5 0.0 6.6 10.5 0.0 1.4 1.5 0.0 2.7 5.0 0.0 LnGrp Delay(d),s/veh 36.3 24.1 0.0 36.4 24.3 0.0 33.9 23.6 0.0 39.9 26.6 0.0 LnGrp LOS D C D C C C D C Approach Vol, veh/h 952 1743 435 801 Approach Delay, s/veh 26.1 28.6 27.1 30.7 Approach LOS CCCC Timer 1 2345678 Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), 10.9s 17.3 18.5 20.7 9.2 19.1 9.3 29.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax),6.4 s 18.0 14.6 18.0 5.3 19.1 5.0 27.6 Max Q Clear Time (g_c+I1),6.7 s 5.3 13.8 11.6 4.8 12.0 5.1 22.0 Green Ext Time (p_c), s 0.0 1.4 0.2 2.7 0.0 2.0 0.0 3.4 Intersection Summary HCM 2010 Ctrl Delay 28.2 HCM 2010 LOS C

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 4 HCM 2010 Signalized Intersection Summary AM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/23/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 262 530 9 15 675 260 30 17 32 256 9 279 Future Volume (veh/h) 262 530 9 15 675 260 30 17 32 256 9 279 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1900 1900 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 298 602 10 19 854 329 44 25 47 291 0 0 Adj No. of Lanes 1 21120011201 Peak Hour Factor 0.88 0.88 0.88 0.79 0.79 0.79 0.68 0.68 0.68 0.90 0.90 0.90 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 338 1984 869 38 978 376 94 53 124 396 0 177 Arrive On Green 0.19 0.57 0.57 0.02 0.39 0.39 0.08 0.08 0.08 0.11 0.00 0.00 Sat Flow, veh/h 1757 3505 1536 1757 2476 951 1140 648 1511 3514 0 1568 Grp Volume(v), veh/h 298 602 10 19 604 579 69 0 47 291 0 0 Grp Sat Flow(s),veh/h/ln1757 1752 1536 1757 1752 1675 1788 0 1511 1757 0 1568 Q Serve(g_s), s 13.6 7.4 0.2 0.9 26.3 26.5 3.0 0.0 2.4 6.6 0.0 0.0 Cycle Q Clear(g_c), s 13.6 7.4 0.2 0.9 26.3 26.5 3.0 0.0 2.4 6.6 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.57 0.64 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 338 1984 869 38 692 661 147 0 124 396 0 177 V/C Ratio(X) 0.88 0.30 0.01 0.51 0.87 0.88 0.47 0.00 0.38 0.73 0.00 0.00 Avail Cap(c_a), veh/h 410 2105 922 117 760 727 404 0 341 769 0 343 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 32.5 9.4 7.8 40.1 23.1 23.2 36.3 0.0 36.0 35.5 0.0 0.0 Incr Delay (d2), s/veh 17.0 0.1 0.0 10.1 10.2 11.0 2.3 0.0 1.9 2.7 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/ln8.2 3.6 0.1 0.5 14.5 14.2 1.6 0.0 1.1 3.4 0.0 0.0 LnGrp Delay(d),s/veh 49.5 9.5 7.8 50.2 33.3 34.1 38.6 0.0 37.9 38.2 0.0 0.0 LnGrp LOS D A A DCCD DD Approach Vol, veh/h 910 1202 116 291 Approach Delay, s/veh 22.6 34.0 38.3 38.2 Approach LOS CCDD Timer 1 2345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 11.3 6.3 51.4 13.8 20.4 37.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.7 5.5 49.7 18.1 19.3 35.9 Max Q Clear Time (g_c+I1), s 5.0 2.9 9.4 8.6 15.6 28.5 Green Ext Time (p_c), s 0.4 0.0 4.3 0.7 0.3 4.2 Intersection Summary HCM 2010 Ctrl Delay 30.5 HCM 2010 LOS C Notes

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 5 HCM 2010 Signalized Intersection Summary AM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/23/2021

User approved volume balancing among the lanes for turning movement.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 6 HCM 2010 AWSC AM Peak 6: Norse Dr & Viking Dr 02/23/2021

Intersection Intersection Delay, s/veh55.8 Intersection LOS F

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 247 42 76 134 57 23 34 195 218 57 14 Future Vol, veh/h 18 247 42 76 134 57 23 34 195 218 57 14 Peak Hour Factor 0.87 0.87 0.87 0.64 0.64 0.64 0.77 0.77 0.77 0.79 0.79 0.79 Heavy Vehicles, % 3 33333333333 Mvmt Flow 21 284 48 119 209 89 30 44 253 276 72 18 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 49 74.4 37.9 57.1 HCM LOS E F E F

Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 9% 6% 28% 75% Vol Thru, % 13% 80% 50% 20% Vol Right, % 77% 14% 21% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 252 307 267 289 LT Vol 23 18 76 218 Through Vol 34 247 134 57 RT Vol 195 42 57 14 Lane Flow Rate 327 353 417 366 Geometry Grp 1111 Degree of Util (X) 0.795 0.874 1 0.918 Departure Headway (Hd) 8.74 8.912 8.631 9.031 Convergence, Y/N Yes Yes Yes Yes Cap 419 413 417 406 Service Time 6.683 6.855 6.724 6.952 HCM Lane V/C Ratio 0.78 0.855 1 0.901 HCM Control Delay 37.9 49 74.4 57.1 HCM Lane LOS E E F F HCM 95th-tile Q 7 8.8 12.4 9.9

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 7 HCM 2010 TWSC AM Peak 7: Norse Dr & Paso Nogal Rd 02/23/2021

Intersection Int Delay, s/veh 2.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 187 215 85 92 63 54 Future Vol, veh/h 187 215 85 92 63 54 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 50 - 0 - Veh in Median Storage, # 0 - - 0 2 - Grade, % 0 - - 0 0 - Peak Hour Factor 78 78 98 98 86 86 Heavy Vehicles, % 3 33333 Mvmt Flow 240 276 87 94 73 63

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 516 0 508 240 Stage 1 - - - - 240 - Stage 2 - - - - 268 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1045 - 523 796 Stage 1 - - - - 798 - Stage 2 - - - - 775 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1045 - 480 796 Mov Cap-2 Maneuver - - - - 623 - Stage 1 - - - - 798 - Stage 2 - - - - 711 -

Approach EB WB NB HCM Control Delay, s 0 4.2 11.5 HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 692 - - 1045 - HCM Lane V/C Ratio 0.197 - - 0.083 - HCM Control Delay (s) 11.5 - - 8.8 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.7 - - 0.3 -

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 8 HCM 2010 AWSC AM Peak 8: Norse Dr & Civic Dr 02/23/2021

Intersection Intersection Delay, s/veh 28.7 Intersection LOS D

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 4 8 174 4 24 87 261 154 27 138 5 Future Vol, veh/h 1 4 8 174 4 24 87 261 154 27 138 5 Peak Hour Factor 0.41 0.41 0.41 0.56 0.56 0.56 0.75 0.75 0.75 0.79 0.79 0.79 Heavy Vehicles, % 333333333333 Mvmt Flow 2 10 20 311 7 43 116 348 205 34 175 6 Number of Lanes 010010110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1122 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2211 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2211 HCM Control Delay 10.5 20.4 39.1 13.1 HCM LOS B C E B

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 8% 86% 100% 0% Vol Thru, % 0% 63% 31% 2% 0% 97% Vol Right, % 0% 37% 62% 12% 0% 3% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 87 415 13 202 27 143 LT Vol 87 0 1 174 27 0 Through Vol 0 261 4 4 0 138 RT Vol 0 154 8 24 0 5 Lane Flow Rate 116 553 32 361 34 181 Geometry Grp 772277 Degree of Util (X) 0.219 0.924 0.062 0.642 0.072 0.352 Departure Headway (Hd) 6.783 6.01 7.067 6.405 7.541 7.002 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 525 598 509 559 478 516 Service Time 4.569 3.795 5.079 4.497 5.243 4.704 HCM Lane V/C Ratio 0.221 0.925 0.063 0.646 0.071 0.351 HCM Control Delay 11.5 44.9 10.5 20.4 10.8 13.5 HCM Lane LOS B E B C B B HCM 95th-tile Q 0.8 11.8 0.2 4.5 0.2 1.6

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 9 HCM 2010 TWSC AM Peak 9: Lucille Ln & Project Driveway 02/23/2021

Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 263 262 13 Future Vol, veh/h 0 0 0 263 262 13 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 68 68 68 68 68 68 Heavy Vehicles, % 3 33333 Mvmt Flow 0 0 0 387 385 19

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 782 395 404 0 - 0 Stage 1 395 ----- Stage 2 387 ----- Critical Hdwy 6.43 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 - - - Pot Cap-1 Maneuver 361 652 1149 - - - Stage 1 678 ----- Stage 2 684 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 361 652 1149 - - - Mov Cap-2 Maneuver 361 ----- Stage 1 678 ----- Stage 2 684 -----

Approach EB NB SB HCM Control Delay, s 0 0 0 HCM LOS A

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1149 ---- HCM Lane V/C Ratio ----- HCM Control Delay (s) 0 - 0 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 ----

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 10 HCM 2010 Signalized Intersection Summary PM Peak 1: Lucille Ln/Norse Dr & Taylor Blvd 02/23/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 86 925 71 54 653 83 65 65 113 155 47 85 Future Volume (veh/h) 86 925 71 54 653 83 65 65 113 155 47 85 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1845 Adj Flow Rate, veh/h 92 995 0 62 751 95 80 80 140 250 76 137 Adj No. of Lanes 120120011011 Peak Hour Factor 0.93 0.93 0.93 0.87 0.87 0.87 0.81 0.81 0.81 0.62 0.62 0.62 Percent Heavy Veh, % 333333333333 Cap, veh/h 118 1209 0 88 1027 130 118 118 201 298 91 338 Arrive On Green 0.07 0.35 0.00 0.05 0.33 0.33 0.13 0.13 0.13 0.22 0.22 0.22 Sat Flow, veh/h 1757 3597 0 1757 3131 396 900 900 1541 1362 414 1545 Grp Volume(v), veh/h 92 995 0 62 420 426 160 0 140 326 0 137 Grp Sat Flow(s),veh/h/ln 1757 1752 0 1757 1752 1775 1800 0 1541 1777 0 1545 Q Serve(g_s), s 3.6 18.3 0.0 2.4 14.9 14.9 6.0 0.0 6.1 12.4 0.0 5.3 Cycle Q Clear(g_c), s 3.6 18.3 0.0 2.4 14.9 14.9 6.0 0.0 6.1 12.4 0.0 5.3 Prop In Lane 1.00 0.00 1.00 0.22 0.50 1.00 0.77 1.00 Lane Grp Cap(c), veh/h 118 1209 0 88 575 582 235 0 201 388 0 338 V/C Ratio(X) 0.78 0.82 0.00 0.71 0.73 0.73 0.68 0.00 0.69 0.84 0.00 0.41 Avail Cap(c_a), veh/h 190 1419 0 127 647 656 509 0 436 467 0 406 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 32.3 21.1 0.0 32.9 20.9 20.9 29.2 0.0 29.2 26.3 0.0 23.6 Incr Delay (d2), s/veh 10.6 3.5 0.0 10.0 3.7 3.7 3.4 0.0 4.3 11.1 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 9.3 0.0 1.4 7.8 7.9 3.2 0.0 2.8 7.3 0.0 2.4 LnGrp Delay(d),s/veh 42.9 24.6 0.0 42.9 24.6 24.6 32.6 0.0 33.5 37.4 0.0 24.4 LnGrp LOS D C DCCC CD C Approach Vol, veh/h 1087 908 300 463 Approach Delay, s/veh 26.1 25.9 33.0 33.5 Approach LOS CCCC Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 13.7 8.0 28.8 19.9 9.2 27.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.9 5.1 28.5 18.5 7.6 26.0 Max Q Clear Time (g_c+I1), s 8.1 4.4 20.3 14.4 5.6 16.9 Green Ext Time (p_c), s 1.1 0.0 4.0 1.0 0.0 3.4 Intersection Summary HCM 2010 Ctrl Delay 28.0 HCM 2010 LOS C

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 1 HCM 2010 TWSC PM Peak 2: Taylor Blvd & Civic Dr 02/23/2021

Intersection Int Delay, s/veh 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 78 1106 745 147 89 48 Future Vol, veh/h 78 1106 745 147 89 48 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 140 - - 90 0 0 Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 88 88 91 91 79 79 Heavy Vehicles, % 3 33333 Mvmt Flow 89 1257 819 162 113 61

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 981 0 - 0 1626 410 Stage 1 - - - - 819 - Stage 2 - - - - 807 - Critical Hdwy 4.16 - - - 6.86 6.96 Critical Hdwy Stg 1 - - - - 5.86 - Critical Hdwy Stg 2 - - - - 5.86 - Follow-up Hdwy 2.23 - - - 3.53 3.33 Pot Cap-1 Maneuver 693 - - - ~ 92 588 Stage 1 - - - - 391 - Stage 2 - - - - 397 - Platoon blocked, % - - - Mov Cap-1 Maneuver 693 - - - ~ 80 588 Mov Cap-2 Maneuver - - - - 257 - Stage 1 - - - - 341 - Stage 2 - - - - 397 -

Approach EB WB SB HCM Control Delay, s 0.7 0 23.3 HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 693 - - - 257 588 HCM Lane V/C Ratio 0.128 - - - 0.438 0.103 HCM Control Delay (s) 11 - - - 29.5 11.8 HCM Lane LOS B - - - D B HCM 95th %tile Q(veh) 0.4 - - - 2.1 0.3 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 2 HCM 2010 Signalized Intersection Summary PM Peak 3: Ruth Dr & Taylor Blvd 02/23/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 35 1185 38 36 787 30 31 18 27 20 12 19 Future Volume (veh/h) 35 1185 38 36 787 30 31 18 27 20 12 19 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1900 Adj Flow Rate, veh/h 40 1347 43 43 948 36 44 26 0 25 15 24 Adj No. of Lanes 120120011010 Peak Hour Factor 0.88 0.88 0.88 0.83 0.83 0.83 0.70 0.70 0.70 0.80 0.80 0.80 Percent Heavy Veh, % 333333333333 Cap, veh/h 78 1787 57 82 1785 68 231 101 194 169 70 73 Arrive On Green 0.04 0.52 0.52 0.05 0.52 0.52 0.12 0.12 0.00 0.12 0.12 0.12 Sat Flow, veh/h 1757 3464 110 1757 3443 131 768 817 1568 422 569 595 Grp Volume(v), veh/h 40 681 709 43 482 502 70 0 0 64 0 0 Grp Sat Flow(s),veh/h/ln 1757 1752 1822 1757 1752 1822 1586 0 1568 1586 0 0 Q Serve(g_s), s 1.0 13.2 13.3 1.0 7.9 7.9 0.1 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.0 13.2 13.3 1.0 7.9 7.9 1.5 0.0 0.0 1.5 0.0 0.0 Prop In Lane 1.00 0.06 1.00 0.07 0.63 1.00 0.39 0.37 Lane Grp Cap(c), veh/h 78 904 940 82 909 944 332 0 194 312 0 0 V/C Ratio(X) 0.52 0.75 0.75 0.52 0.53 0.53 0.21 0.00 0.00 0.20 0.00 0.00 Avail Cap(c_a), veh/h 241 1120 1165 208 1088 1131 804 0 689 795 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 20.1 8.2 8.3 20.0 6.9 6.9 17.2 0.0 0.0 17.2 0.0 0.0 Incr Delay (d2), s/veh 5.2 2.3 2.2 5.1 0.5 0.5 0.3 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/ln 0.6 6.8 7.1 0.6 3.9 4.0 0.8 0.0 0.0 0.7 0.0 0.0 LnGrp Delay(d),s/veh 25.3 10.5 10.5 25.1 7.4 7.3 17.5 0.0 0.0 17.5 0.0 0.0 LnGrp LOS C B B C A A B B Approach Vol, veh/h 1430 1027 70 64 Approach Delay, s/veh 10.9 8.1 17.5 17.5 Approach LOS BABB Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 9.8 6.5 26.7 9.8 6.4 26.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.9 5.1 27.5 18.9 5.9 26.7 Max Q Clear Time (g_c+I1), s 3.5 3.0 15.3 3.5 3.0 9.9 Green Ext Time (p_c), s 0.2 0.0 6.9 0.2 0.0 5.6 Intersection Summary HCM 2010 Ctrl Delay 10.1 HCM 2010 LOS B

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 3 HCM 2010 Signalized Intersection Summary PM Peak 4: Contra Costa Blvd & Taylor Blvd/Sunvalley Blvd 02/23/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 227 792 203 336 489 362 226 798 519 385 520 140 Future Volume (veh/h) 227 792 203 336 489 362 226 798 519 385 520 140 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 241 843 0 357 520 0 251 887 0 405 547 0 Adj No. of Lanes 2 31221231221 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.90 0.90 0.90 0.95 0.95 0.95 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 333 1103 343 445 883 395 352 1262 393 493 1024 458 Arrive On Green 0.10 0.22 0.00 0.13 0.25 0.00 0.10 0.25 0.00 0.14 0.29 0.00 Sat Flow, veh/h 3408 5036 1568 3408 3505 1568 3408 5036 1568 3408 3505 1568 Grp Volume(v), veh/h 241 843 0 357 520 0 251 887 0 405 547 0 Grp Sat Flow(s),veh/h/ln1704 1679 1568 1704 1752 1568 1704 1679 1568 1704 1752 1568 Q Serve(g_s), s 4.8 11.1 0.0 7.2 9.2 0.0 5.0 11.3 0.0 8.1 9.2 0.0 Cycle Q Clear(g_c), s 4.8 11.1 0.0 7.2 9.2 0.0 5.0 11.3 0.0 8.1 9.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 333 1103 343 445 883 395 352 1262 393 493 1024 458 V/C Ratio(X) 0.72 0.76 0.00 0.80 0.59 0.00 0.71 0.70 0.00 0.82 0.53 0.00 Avail Cap(c_a), veh/h 401 1284 400 459 953 426 531 1705 531 512 1167 522 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 30.9 25.9 0.0 29.8 23.2 0.0 30.6 24.1 0.0 29.3 21.0 0.0 Incr Delay (d2), s/veh 5.1 2.4 0.0 9.6 0.8 0.0 2.7 0.8 0.0 10.0 0.4 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/ln2.5 5.4 0.0 4.0 4.5 0.0 2.5 5.4 0.0 4.5 4.5 0.0 LnGrp Delay(d),s/veh 36.0 28.2 0.0 39.4 24.0 0.0 33.3 24.9 0.0 39.3 21.4 0.0 LnGrp LOS D C D C C C D C Approach Vol, veh/h 1084 877 1138 952 Approach Delay, s/veh 30.0 30.3 26.8 29.0 Approach LOS CCCC Timer 1 2345678 Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), 14.7s 22.2 13.7 20.0 11.8 25.1 11.4 22.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax),10.6 s 23.9 9.5 18.0 11.0 23.5 8.3 19.2 Max Q Clear Time (g_c+I1),10.1 s 13.3 9.2 13.1 7.0 11.2 6.8 11.2 Green Ext Time (p_c), s 0.1 4.3 0.0 2.3 0.3 2.8 0.1 2.1 Intersection Summary HCM 2010 Ctrl Delay 28.9 HCM 2010 LOS C

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 4 HCM 2010 Signalized Intersection Summary PM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/23/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 357 813 27 34 515 248 7 6 19 224 17 217 Future Volume (veh/h) 357 813 27 34 515 248 7 6 19 224 17 217 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1900 1900 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 368 838 28 35 531 256 9 8 24 269 0 0 Adj No. of Lanes 1 21120011201 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.80 0.80 0.80 0.88 0.88 0.88 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 417 1650 736 64 619 298 81 72 132 423 0 189 Arrive On Green 0.24 0.47 0.47 0.04 0.27 0.27 0.09 0.09 0.09 0.12 0.00 0.00 Sat Flow, veh/h 1757 3505 1563 1757 2295 1103 951 846 1551 3514 0 1568 Grp Volume(v), veh/h 368 838 28 35 405 382 17 0 24 269 0 0 Grp Sat Flow(s),veh/h/ln1757 1752 1563 1757 1752 1646 1797 0 1551 1757 0 1568 Q Serve(g_s), s 12.7 10.4 0.6 1.2 13.8 13.8 0.5 0.0 0.9 4.6 0.0 0.0 Cycle Q Clear(g_c), s 12.7 10.4 0.6 1.2 13.8 13.8 0.5 0.0 0.9 4.6 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.67 0.53 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 417 1650 736 64 473 444 153 0 132 423 0 189 V/C Ratio(X) 0.88 0.51 0.04 0.55 0.86 0.86 0.11 0.00 0.18 0.64 0.00 0.00 Avail Cap(c_a), veh/h 462 1650 736 140 503 473 559 0 483 1009 0 450 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 23.1 11.5 8.9 29.7 21.7 21.8 26.5 0.0 26.6 26.3 0.0 0.0 Incr Delay (d2), s/veh 16.7 0.3 0.0 7.1 13.1 14.2 0.3 0.0 0.7 1.6 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/ln8.1 5.1 0.3 0.7 8.4 8.0 0.3 0.0 0.4 2.3 0.0 0.0 LnGrp Delay(d),s/veh 39.8 11.8 9.0 36.8 34.9 36.0 26.8 0.0 27.3 27.8 0.0 0.0 LnGrp LOS D B A DCDC CC Approach Vol, veh/h 1234 822 41 269 Approach Delay, s/veh 20.1 35.5 27.1 27.8 Approach LOS CDCC Timer 1 2345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 9.8 6.8 34.0 12.1 19.4 21.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 5.0 29.5 18.0 16.5 18.0 Max Q Clear Time (g_c+I1), s 2.9 3.2 12.4 6.6 14.7 15.8 Green Ext Time (p_c), s 0.1 0.0 5.2 0.7 0.2 1.0 Intersection Summary HCM 2010 Ctrl Delay 26.4 HCM 2010 LOS C Notes

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 5 HCM 2010 Signalized Intersection Summary PM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/23/2021

User approved volume balancing among the lanes for turning movement.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 6 HCM 2010 AWSC PM Peak 6: Norse Dr & Viking Dr 02/23/2021

Intersection Intersection Delay, s/veh 12 Intersection LOS B

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 62 127 37 62 110 49 23 103 77 48 70 24 Future Vol, veh/h 62 127 37 62 110 49 23 103 77 48 70 24 Peak Hour Factor 0.88 0.88 0.88 0.76 0.76 0.76 0.88 0.88 0.88 0.89 0.89 0.89 Heavy Vehicles, % 3 33333333333 Mvmt Flow 70 144 42 82 145 64 26 117 88 54 79 27 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 12.1 12.7 11.7 11 HCM LOS B B B B

Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 11% 27% 28% 34% Vol Thru, % 51% 56% 50% 49% Vol Right, % 38% 16% 22% 17% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 203 226 221 142 LT Vol 23 62 62 48 Through Vol 103 127 110 70 RT Vol 77 37 49 24 Lane Flow Rate 231 257 291 160 Geometry Grp 1111 Degree of Util (X) 0.355 0.393 0.438 0.259 Departure Headway (Hd) 5.546 5.512 5.426 5.846 Convergence, Y/N Yes Yes Yes Yes Cap 646 650 660 611 Service Time 3.606 3.568 3.481 3.91 HCM Lane V/C Ratio 0.358 0.395 0.441 0.262 HCM Control Delay 11.7 12.1 12.7 11 HCM Lane LOS BBBB HCM 95th-tile Q 1.6 1.9 2.2 1

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 7 HCM 2010 TWSC PM Peak 7: Norse Dr & Paso Nogal Rd 02/23/2021

Intersection Int Delay, s/veh 5.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 115 60 89 159 74 134 Future Vol, veh/h 115 60 89 159 74 134 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 50 - 0 - Veh in Median Storage, # 0 - - 0 2 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 89 84 84 85 85 Heavy Vehicles, % 3 33333 Mvmt Flow 129 67 106 189 87 158

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 196 0 530 129 Stage 1 - - - - 129 - Stage 2 - - - - 401 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1371 - 508 918 Stage 1 - - - - 894 - Stage 2 - - - - 674 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1371 - 469 918 Mov Cap-2 Maneuver - - - - 578 - Stage 1 - - - - 894 - Stage 2 - - - - 622 -

Approach EB WB NB HCM Control Delay, s 0 2.8 12 HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 759 - - 1371 - HCM Lane V/C Ratio 0.322 - - 0.077 - HCM Control Delay (s) 12 - - 7.8 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 1.4 - - 0.3 -

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 8 HCM 2010 AWSC PM Peak 8: Norse Dr & Civic Dr 02/23/2021

Intersection Intersection Delay, s/veh 10.5 Intersection LOS B

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 1 110 62 0 34 4 180 40 32 129 2 Future Vol, veh/h 14 1 110 62 0 34 4 180 40 32 129 2 Peak Hour Factor 0.69 0.69 0.69 0.89 0.89 0.89 0.88 0.88 0.88 0.74 0.74 0.74 Heavy Vehicles, % 333333333333 Mvmt Flow 20 1 159 70 0 38 5 205 45 43 174 3 Number of Lanes 010010110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1122 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2211 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2211 HCM Control Delay 9.6 9.5 11.6 10.3 HCM LOS AABB

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 11% 65% 100% 0% Vol Thru, % 0% 82% 1% 0% 0% 98% Vol Right, % 0% 18% 88% 35% 0% 2% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 4 220 125 96 32 131 LT Vol 4 0 14 62 32 0 Through Vol 0 180 1 0 0 129 RT Vol 0 40 110 34 0 2 Lane Flow Rate 5 250 181 108 43 177 Geometry Grp 772277 Degree of Util (X) 0.008 0.381 0.249 0.163 0.074 0.277 Departure Headway (Hd) 6.118 5.484 4.941 5.448 6.149 5.632 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 586 658 732 659 584 639 Service Time 3.842 3.207 2.941 3.479 3.874 3.358 HCM Lane V/C Ratio 0.009 0.38 0.247 0.164 0.074 0.277 HCM Control Delay 8.9 11.6 9.6 9.5 9.4 10.5 HCM Lane LOS ABAAAB HCM 95th-tile Q 0 1.8 1 0.6 0.2 1.1

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 9 HCM 2010 TWSC PM Peak 9: Lucille Ln & Project Driveway 02/23/2021

Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 21 0 0 222 166 6 Future Vol, veh/h 21 0 0 222 166 6 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, % 3 33333 Mvmt Flow 26 0 0 274 205 7

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 483 209 212 0 - 0 Stage 1 209 ----- Stage 2 274 ----- Critical Hdwy 6.43 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 - - - Pot Cap-1 Maneuver 541 829 1352 - - - Stage 1 824 ----- Stage 2 770 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 541 829 1352 - - - Mov Cap-2 Maneuver 541 ----- Stage 1 824 ----- Stage 2 770 -----

Approach EB NB SB HCM Control Delay, s 12 0 0 HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1352 - 541 - - HCM Lane V/C Ratio - - 0.048 - - HCM Control Delay (s) 0 - 12 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.2 - -

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 10 Queues AM Peak 1: Lucille Ln/Norse Dr & Taylor Blvd 02/23/2021

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group Flow (vph) 174 773 172 1266 242 144 300 182 v/c Ratio 0.93 0.67 0.75 1.04 0.78 0.38 0.91 0.42 Control Delay 94.4 32.0 62.4 67.7 57.2 9.3 72.8 8.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 94.4 32.0 62.4 67.7 57.2 9.3 72.8 8.7 Queue Length 50th (ft) 112 224 106 ~462 146 0 189 0 Queue Length 95th (ft) #239 289 151 #459 165 18 194 12 Internal Link Dist (ft) 1565 876 194 287 Turn Bay Length (ft) 170 110 240 Base Capacity (vph) 188 1146 249 1220 349 405 334 437 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.93 0.67 0.69 1.04 0.69 0.36 0.90 0.42 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 1 Queues AM Peak 3: Ruth Dr & Taylor Blvd 02/23/2021

Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph) 37 923 63 1436 155 165 214 v/c Ratio 0.21 0.55 0.29 0.77 0.55 0.11 0.61 Control Delay 29.5 13.3 28.8 16.7 27.3 0.1 24.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.5 13.3 28.8 16.7 27.3 0.1 24.7 Queue Length 50th (ft) 11 119 19 135 44 0 52 Queue Length 95th (ft) 37 188 56 #417 63 0 60 Internal Link Dist (ft) 1146 541 270 278 Turn Bay Length (ft) 340 290 25 Base Capacity (vph) 175 1804 230 1951 454 1548 546 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.21 0.51 0.27 0.74 0.34 0.11 0.39 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 2 Queues AM Peak 4: Contra Costa Blvd & Taylor Blvd/Sunvalley Blvd 02/23/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 160 792 278 615 1128 577 145 290 321 246 555 230 v/c Ratio 0.68 0.65 0.52 0.89 0.85 0.72 0.58 0.27 0.55 0.82 0.69 0.44 Control Delay 50.1 27.7 10.4 46.9 29.3 14.0 43.6 24.1 7.2 56.5 30.2 7.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.1 27.7 10.4 46.9 29.3 14.0 43.6 24.1 7.2 56.5 30.2 7.2 Queue Length 50th (ft) 38 120 22 144 247 82 34 39 0 58 120 4 Queue Length 95th (ft) 53 123 46 #233 #355 199 #68 61 60 #107 156 46 Internal Link Dist (ft) 412 380 690 379 Turn Bay Length (ft) 260 100 240 225 245 275 205 225 Base Capacity (vph) 235 1257 547 688 1341 803 250 1257 624 301 928 565 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.68 0.63 0.51 0.89 0.84 0.72 0.58 0.23 0.51 0.82 0.60 0.41 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 3 Queues AM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/23/2021

Lane Group EBL EBT EBR WBL WBT NBT NBR SBL SBT SBR Lane Group Flow (vph) 298 602 10 19 1183 69 47 148 146 310 v/c Ratio 0.85 0.30 0.01 0.19 0.92 0.41 0.17 0.61 0.60 0.63 Control Delay 61.9 12.6 0.0 50.7 42.1 49.7 1.3 50.1 49.5 10.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.9 12.6 0.0 50.7 42.1 49.7 1.3 50.1 49.5 10.8 Queue Length 50th (ft) 179 83 0 11 350 41 0 90 89 0 Queue Length 95th (ft) #343 165 0 32 #409 63 0 163 161 76 Internal Link Dist (ft) 839 1565 327 406 Turn Bay Length (ft) 270 190 260 50 90 Base Capacity (vph) 350 2035 934 100 1279 346 415 312 314 542 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.85 0.30 0.01 0.19 0.92 0.20 0.11 0.47 0.46 0.57 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 4 Queues PM Peak 1: Lucille Ln/Norse Dr & Taylor Blvd 02/23/2021

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group Flow (vph) 92 1071 62 846 160 140 326 137 v/c Ratio 0.56 0.87 0.54 0.74 0.56 0.39 0.82 0.30 Control Delay 52.3 34.8 58.2 29.8 39.9 9.1 50.1 7.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.3 34.8 58.2 29.8 39.9 9.1 50.1 7.6 Queue Length 50th (ft) 47 270 32 203 78 0 161 0 Queue Length 95th (ft) #116 #444 #88 289 122 35 174 11 Internal Link Dist (ft) 1565 876 194 287 Turn Bay Length (ft) 170 110 240 Base Capacity (vph) 171 1280 115 1165 462 500 423 473 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.54 0.84 0.54 0.73 0.35 0.28 0.77 0.29 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 1 Queues PM Peak 3: Ruth Dr & Taylor Blvd 02/23/2021

Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph) 40 1390 43 984 70 39 64 v/c Ratio 0.18 0.71 0.21 0.51 0.29 0.03 0.24 Control Delay 23.8 11.8 25.3 8.8 22.4 0.0 15.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.8 11.8 25.3 8.8 22.4 0.0 15.9 Queue Length 50th (ft) 9 91 10 53 16 0 9 Queue Length 95th (ft) 36 268 36 152 38 0 33 Internal Link Dist (ft) 1146 541 270 278 Turn Bay Length (ft) 340 290 25 Base Capacity (vph) 231 2153 200 2104 602 1548 643 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.17 0.65 0.21 0.47 0.12 0.03 0.10 Intersection Summary

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 2 Queues PM Peak 4: Contra Costa Blvd & Taylor Blvd/Sunvalley Blvd 02/23/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 241 843 216 357 520 385 251 887 577 405 547 147 v/c Ratio 0.68 0.76 0.43 0.87 0.63 0.65 0.57 0.60 0.92 0.88 0.52 0.26 Control Delay 45.1 33.9 8.0 57.3 30.9 13.2 38.0 25.8 38.7 56.5 25.3 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.1 33.9 8.0 57.3 30.9 13.2 38.0 25.8 38.7 56.5 25.3 5.4 Queue Length 50th (ft) 60 144 5 92 122 38 60 136 165 104 119 0 Queue Length 95th (ft) #106 188 58 #167 173 128 97 178 #372 #184 168 40 Internal Link Dist (ft) 412 380 690 379 Turn Bay Length (ft) 260 100 240 225 245 275 205 225 Base Capacity (vph) 359 1156 510 411 858 603 477 1535 638 459 1060 569 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.67 0.73 0.42 0.87 0.61 0.64 0.53 0.58 0.90 0.88 0.52 0.26 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 3 Queues PM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/23/2021

Lane Group EBL EBT EBR WBL WBT NBT NBR SBL SBT SBR Lane Group Flow (vph) 368 838 28 35 787 17 24 138 136 247 v/c Ratio 0.90 0.48 0.03 0.28 0.87 0.11 0.08 0.49 0.48 0.53 Control Delay 56.1 14.8 0.1 39.5 36.2 33.1 0.5 32.6 32.2 8.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 56.1 14.8 0.1 39.5 36.2 33.1 0.5 32.6 32.2 8.3 Queue Length 50th (ft) 156 103 0 15 155 7 0 57 56 0 Queue Length 95th (ft) #348 232 0 45 #297 23 0 109 107 51 Internal Link Dist (ft) 839 1565 327 406 Turn Bay Length (ft) 270 190 260 50 90 Base Capacity (vph) 408 1757 831 123 904 495 557 423 427 578 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.90 0.48 0.03 0.28 0.87 0.03 0.04 0.33 0.32 0.43 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing Conditions, 04/23/2019 Synchro 10 Report TJKM Page 4

Peak Hour Warrant (Urban Areas)

Intersection: #2 Taylor Blvd. & Civic Dr., Pleasant Hill, CA Scenario: Existing Conditions

) VPH

137

(

234

Minor Street Volume =

Major Street Volume = 2178 (2076) VPH

AM Peak Hour

PM Peak Hour

A signal IS WARRANTED in the a.m. Peak Hour A signal is NOT WARRANTED in the p.m. Peak Hour

Source: CA MUTCD 2014, Chapter 4C – Traffic Control Signal Needs Studies, Part 4 - Highway Traffic Signals, Figure 4C-3

Peak Hour Warrant (Urban Areas)

Intersection: #6 Norse Dr. & Viking Dr., Pleasant Hill, CA Scenario: Existing Conditions

) VPH

142

(

289

Minor Street Volume =

Major Street Volume = 574 (447) VPH

AM Peak Hour

PM Peak Hour

A signal is NOT WARRANTED in the a.m. Peak Hour A signal is NOT WARRANTED in the p.m. Peak Hour

Source: CA MUTCD 2014, Chapter 4C – Traffic Control Signal Needs Studies, Part 4 - Highway Traffic Signals, Figure 4C-3 401 Taylor Boulevard Residential Traffic Impact Study

Appendix C – Existing plus Project Conditions Intersections Level of Service Worksheets

HCM 2010 Signalized Intersection Summary AM Peak 1: Lucille Ln/Norse Dr & Taylor Blvd 02/23/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 155 613 72 129 778 210 46 124 110 129 67 118 Future Volume (veh/h) 155 613 72 129 778 210 46 124 110 129 67 118 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1845 Adj Flow Rate, veh/h 174 689 0 165 997 269 68 182 162 198 103 182 Adj No. of Lanes 120120011011 Peak Hour Factor 0.89 0.89 0.89 0.78 0.78 0.78 0.68 0.68 0.68 0.65 0.65 0.65 Percent Heavy Veh, % 333333333333 Cap, veh/h 190 1234 0 197 973 261 81 216 246 219 114 291 Arrive On Green 0.11 0.35 0.00 0.11 0.36 0.36 0.16 0.16 0.16 0.19 0.19 0.19 Sat Flow, veh/h 1757 3597 0 1757 2732 734 495 1325 1506 1175 611 1563 Grp Volume(v), veh/h 174 689 0 165 638 628 250 0 162 301 0 182 Grp Sat Flow(s),veh/h/ln 1757 1752 0 1757 1752 1714 1820 0 1506 1786 0 1563 Q Serve(g_s), s 9.5 15.4 0.0 8.9 34.5 34.5 12.9 0.0 9.8 16.0 0.0 10.4 Cycle Q Clear(g_c), s 9.5 15.4 0.0 8.9 34.5 34.5 12.9 0.0 9.8 16.0 0.0 10.4 Prop In Lane 1.00 0.00 1.00 0.43 0.27 1.00 0.66 1.00 Lane Grp Cap(c), veh/h 190 1234 0 197 624 610 297 0 246 333 0 291 V/C Ratio(X) 0.91 0.56 0.00 0.84 1.02 1.03 0.84 0.00 0.66 0.90 0.00 0.62 Avail Cap(c_a), veh/h 190 1234 0 245 624 610 351 0 291 337 0 295 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 42.8 25.3 0.0 42.1 31.2 31.2 39.3 0.0 38.0 38.6 0.0 36.3 Incr Delay (d2), s/veh 41.8 0.6 0.0 18.2 41.9 44.1 14.6 0.0 4.2 26.2 0.0 4.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.8 7.5 0.0 5.3 23.9 23.7 7.7 0.0 4.3 10.3 0.0 4.8 LnGrp Delay(d),s/veh 84.6 25.9 0.0 60.4 73.1 75.3 53.9 0.0 42.2 64.8 0.0 40.3 LnGrp LOS F C E F F D D E D Approach Vol, veh/h 863 1431 412 483 Approach Delay, s/veh 37.7 72.6 49.3 55.6 Approach LOS D E D E Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 20.3 15.4 38.6 22.6 15.0 39.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.7 13.5 31.5 18.3 10.5 34.5 Max Q Clear Time (g_c+I1), s 14.9 10.9 17.4 18.0 11.5 36.5 Green Ext Time (p_c), s 0.8 0.1 3.8 0.1 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 57.6 HCM 2010 LOS E

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 1 HCM 2010 TWSC AM Peak 2: Taylor Blvd & Civic Dr 02/23/2021

Intersection Int Delay, s/veh 15.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 146 706 1000 333 100 134 Future Vol, veh/h 146 706 1000 333 100 134 Conflicting Peds, #/hr 2 00200 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 140 - - 90 0 0 Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 86 86 57 57 Heavy Vehicles, % 3 33333 Mvmt Flow 162 784 1163 387 175 235

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1552 0 - 0 1881 584 Stage 1 - - - - 1165 - Stage 2 - - - - 716 - Critical Hdwy 4.16 - - - 6.86 6.96 Critical Hdwy Stg 1 - - - - 5.86 - Critical Hdwy Stg 2 - - - - 5.86 - Follow-up Hdwy 2.23 - - - 3.53 3.33 Pot Cap-1 Maneuver 418 - - - ~ 62 452 Stage 1 - - - - 257 - Stage 2 - - - - 443 - Platoon blocked, % - - - Mov Cap-1 Maneuver 417 - - - ~ 38 451 Mov Cap-2 Maneuver - - - - ~ 142 - Stage 1 - - - - ~ 157 - Stage 2 - - - - 442 -

Approach EB WB SB HCM Control Delay, s 3.3 0 103.4 HCM LOS F

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 417 - - - 142 451 HCM Lane V/C Ratio 0.389 - - - 1.235 0.521 HCM Control Delay (s) 19 - - - 213.3 21.3 HCM Lane LOS C - - - F C HCM 95th %tile Q(veh) 1.8 - - - 10.5 2.9 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 2 HCM 2010 Signalized Intersection Summary AM Peak 3: Ruth Dr & Taylor Blvd 02/23/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 745 42 55 1220 39 59 37 102 43 42 33 Future Volume (veh/h) 31 745 42 55 1220 39 59 37 102 43 42 33 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 0.97 1.00 0.97 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1900 Adj Flow Rate, veh/h 37 887 50 62 1386 44 95 60 0 78 76 60 Adj No. of Lanes 120120011010 Peak Hour Factor 0.84 0.84 0.84 0.88 0.88 0.88 0.62 0.62 0.62 0.55 0.55 0.55 Percent Heavy Veh, % 333333333333 Cap, veh/h 69 1538 87 99 1638 52 300 164 370 194 167 105 Arrive On Green 0.04 0.46 0.46 0.06 0.47 0.47 0.24 0.24 0.00 0.24 0.24 0.24 Sat Flow, veh/h 1757 3373 190 1757 3466 110 811 696 1568 432 709 445 Grp Volume(v), veh/h 37 461 476 62 700 730 155 0 0 214 0 0 Grp Sat Flow(s),veh/h/ln 1757 1752 1811 1757 1752 1823 1507 0 1568 1586 0 0 Q Serve(g_s), s 1.1 10.4 10.4 1.9 18.8 18.9 0.0 0.0 0.0 1.8 0.0 0.0 Cycle Q Clear(g_c), s 1.1 10.4 10.4 1.9 18.8 18.9 4.2 0.0 0.0 6.0 0.0 0.0 Prop In Lane 1.00 0.10 1.00 0.06 0.61 1.00 0.36 0.28 Lane Grp Cap(c), veh/h 69 799 826 99 828 862 464 0 370 466 0 0 V/C Ratio(X) 0.53 0.58 0.58 0.63 0.85 0.85 0.33 0.00 0.00 0.46 0.00 0.00 Avail Cap(c_a), veh/h 167 846 875 219 899 935 626 0 553 641 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 25.3 10.8 10.8 24.8 12.4 12.4 17.2 0.0 0.0 17.9 0.0 0.0 Incr Delay (d2), s/veh 6.2 0.9 0.8 6.4 7.0 6.9 0.4 0.0 0.0 0.7 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/ln 0.7 5.2 5.4 1.1 10.6 11.0 2.0 0.0 0.0 2.8 0.0 0.0 LnGrp Delay(d),s/veh 31.5 11.6 11.6 31.2 19.5 19.3 17.6 0.0 0.0 18.6 0.0 0.0 LnGrp LOS C B B C B B B B Approach Vol, veh/h 974 1492 155 214 Approach Delay, s/veh 12.4 19.9 17.6 18.6 Approach LOS BBBB Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 17.2 7.5 28.9 17.2 6.6 29.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.9 6.7 25.9 18.9 5.1 27.5 Max Q Clear Time (g_c+I1), s 6.2 3.9 12.4 8.0 3.1 20.9 Green Ext Time (p_c), s 0.7 0.0 4.7 0.9 0.0 4.5 Intersection Summary HCM 2010 Ctrl Delay 17.1 HCM 2010 LOS B

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 3 HCM 2010 Signalized Intersection Summary AM Peak 4: Contra Costa Blvd & Taylor Blvd/Sunvalley Blvd 02/23/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 117 580 200 541 987 508 136 273 302 207 466 194 Future Volume (veh/h) 117 580 200 541 987 508 136 273 302 207 466 194 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 162 806 0 615 1122 0 145 290 0 246 555 0 Adj No. of Lanes 2 31221231221 Peak Hour Factor 0.72 0.72 0.72 0.88 0.88 0.88 0.94 0.94 0.94 0.84 0.84 0.84 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 246 1209 376 708 1316 589 236 958 298 324 757 339 Arrive On Green 0.07 0.24 0.00 0.21 0.38 0.00 0.07 0.19 0.00 0.09 0.22 0.00 Sat Flow, veh/h 3408 5036 1568 3408 3505 1568 3408 5036 1568 3408 3505 1568 Grp Volume(v), veh/h 162 806 0 615 1122 0 145 290 0 246 555 0 Grp Sat Flow(s),veh/h/ln1704 1679 1568 1704 1752 1568 1704 1679 1568 1704 1752 1568 Q Serve(g_s), s 3.1 9.8 0.0 11.8 19.8 0.0 2.8 3.3 0.0 4.7 9.9 0.0 Cycle Q Clear(g_c), s 3.1 9.8 0.0 11.8 19.8 0.0 2.8 3.3 0.0 4.7 9.9 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 246 1209 376 708 1316 589 236 958 298 324 757 339 V/C Ratio(X) 0.66 0.67 0.00 0.87 0.85 0.00 0.61 0.30 0.00 0.76 0.73 0.00 Avail Cap(c_a), veh/h 253 1345 419 738 1435 642 268 1345 419 324 993 444 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 30.5 23.2 0.0 25.8 19.3 0.0 30.5 23.5 0.0 29.8 24.6 0.0 Incr Delay (d2), s/veh 5.9 1.1 0.0 10.5 4.9 0.0 3.3 0.2 0.0 10.1 2.0 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/ln1.7 4.6 0.0 6.6 10.4 0.0 1.4 1.5 0.0 2.7 5.0 0.0 LnGrp Delay(d),s/veh 36.4 24.3 0.0 36.3 24.2 0.0 33.8 23.6 0.0 39.8 26.6 0.0 LnGrp LOS D C D C C C D C Approach Vol, veh/h 968 1737 435 801 Approach Delay, s/veh 26.3 28.5 27.0 30.7 Approach LOS CCCC Timer 1 2345678 Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), 10.9s 17.3 18.5 20.7 9.2 19.1 9.4 29.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax),6.4 s 18.0 14.6 18.0 5.3 19.1 5.0 27.6 Max Q Clear Time (g_c+I1),6.7 s 5.3 13.8 11.8 4.8 11.9 5.1 21.8 Green Ext Time (p_c), s 0.0 1.4 0.2 2.7 0.0 2.0 0.0 3.5 Intersection Summary HCM 2010 Ctrl Delay 28.2 HCM 2010 LOS C

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 4 HCM 2010 Signalized Intersection Summary AM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/23/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 262 527 9 15 678 260 30 17 32 256 9 279 Future Volume (veh/h) 262 527 9 15 678 260 30 17 32 256 9 279 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1900 1900 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 298 599 10 19 858 329 44 25 47 291 0 0 Adj No. of Lanes 1 21120011201 Peak Hour Factor 0.88 0.88 0.88 0.79 0.79 0.79 0.68 0.68 0.68 0.90 0.90 0.90 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 338 1989 871 38 983 376 94 53 124 396 0 177 Arrive On Green 0.19 0.57 0.57 0.02 0.40 0.40 0.08 0.08 0.08 0.11 0.00 0.00 Sat Flow, veh/h 1757 3505 1536 1757 2480 948 1140 648 1511 3514 0 1568 Grp Volume(v), veh/h 298 599 10 19 605 582 69 0 47 291 0 0 Grp Sat Flow(s),veh/h/ln1757 1752 1536 1757 1752 1676 1788 0 1511 1757 0 1568 Q Serve(g_s), s 13.7 7.4 0.2 0.9 26.5 26.7 3.1 0.0 2.4 6.7 0.0 0.0 Cycle Q Clear(g_c), s 13.7 7.4 0.2 0.9 26.5 26.7 3.1 0.0 2.4 6.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.57 0.64 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 338 1989 871 38 694 664 147 0 124 396 0 177 V/C Ratio(X) 0.88 0.30 0.01 0.51 0.87 0.88 0.47 0.00 0.38 0.74 0.00 0.00 Avail Cap(c_a), veh/h 408 2109 924 116 763 730 396 0 335 765 0 342 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 32.6 9.4 7.8 40.2 23.1 23.2 36.4 0.0 36.1 35.7 0.0 0.0 Incr Delay (d2), s/veh 17.2 0.1 0.0 10.2 10.1 10.9 2.3 0.0 1.9 2.7 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/ln8.2 3.6 0.1 0.5 14.7 14.3 1.6 0.0 1.1 3.4 0.0 0.0 LnGrp Delay(d),s/veh 49.8 9.5 7.8 50.4 33.3 34.1 38.7 0.0 38.0 38.3 0.0 0.0 LnGrp LOS D A A DCCD DD Approach Vol, veh/h 907 1206 116 291 Approach Delay, s/veh 22.7 34.0 38.5 38.3 Approach LOS CCDD Timer 1 2345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 11.3 6.3 51.6 13.9 20.5 37.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.4 5.5 50.0 18.1 19.3 36.2 Max Q Clear Time (g_c+I1), s 5.1 2.9 9.4 8.7 15.7 28.7 Green Ext Time (p_c), s 0.4 0.0 4.3 0.7 0.3 4.3 Intersection Summary HCM 2010 Ctrl Delay 30.6 HCM 2010 LOS C Notes

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 5 HCM 2010 Signalized Intersection Summary AM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/23/2021

User approved volume balancing among the lanes for turning movement.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 6 HCM 2010 AWSC AM Peak 6: Norse Dr & Viking Dr 02/23/2021

Intersection Intersection Delay, s/veh57.9 Intersection LOS F

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 247 42 77 134 57 23 34 197 218 57 14 Future Vol, veh/h 18 247 42 77 134 57 23 34 197 218 57 14 Peak Hour Factor 0.87 0.87 0.87 0.64 0.64 0.64 0.77 0.77 0.77 0.79 0.79 0.79 Heavy Vehicles, % 3 33333333333 Mvmt Flow 21 284 48 120 209 89 30 44 256 276 72 18 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 50.7 77.2 39.7 59 HCM LOS F F E F

Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 9% 6% 29% 75% Vol Thru, % 13% 80% 50% 20% Vol Right, % 78% 14% 21% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 254 307 268 289 LT Vol 23 18 77 218 Through Vol 34 247 134 57 RT Vol 197 42 57 14 Lane Flow Rate 330 353 419 366 Geometry Grp 1111 Degree of Util (X) 0.805 0.879 1.01 0.923 Departure Headway (Hd) 8.889 9.074 8.68 9.088 Convergence, Y/N Yes Yes Yes Yes Cap 409 402 415 399 Service Time 6.889 7.074 6.774 7.187 HCM Lane V/C Ratio 0.807 0.878 1.01 0.917 HCM Control Delay 39.7 50.7 77.2 59 HCM Lane LOS E F F F HCM 95th-tile Q 7.2 8.8 12.7 9.9

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 7 HCM 2010 TWSC AM Peak 7: Norse Dr & Paso Nogal Rd 02/23/2021

Approach EB WB NB HCM Control Delay, s 0 4.2 11.5 HCM LOS B

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 8 HCM 2010 AWSC AM Peak 8: Norse Dr & Civic Dr 02/23/2021

Intersection Intersection Delay, s/veh 29.2 Intersection LOS D

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 4 8 174 4 24 87 263 154 27 139 5 Future Vol, veh/h 1 4 8 174 4 24 87 263 154 27 139 5 Peak Hour Factor 0.41 0.41 0.41 0.56 0.56 0.56 0.75 0.75 0.75 0.79 0.79 0.79 Heavy Vehicles, % 333333333333 Mvmt Flow 2 10 20 311 7 43 116 351 205 34 176 6 Number of Lanes 010010110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1122 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2211 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2211 HCM Control Delay 10.6 20.5 39.9 13.1 HCM LOS B C E B

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 8% 86% 100% 0% Vol Thru, % 0% 63% 31% 2% 0% 97% Vol Right, % 0% 37% 62% 12% 0% 3% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 87 417 13 202 27 144 LT Vol 87 0 1 174 27 0 Through Vol 0 263 4 4 0 139 RT Vol 0 154 8 24 0 5 Lane Flow Rate 116 556 32 361 34 182 Geometry Grp 772277 Degree of Util (X) 0.219 0.929 0.062 0.643 0.072 0.355 Departure Headway (Hd) 6.79 6.018 7.084 6.418 7.548 7.01 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 525 600 508 559 477 516 Service Time 4.574 3.801 5.095 4.508 5.25 4.712 HCM Lane V/C Ratio 0.221 0.927 0.063 0.646 0.071 0.353 HCM Control Delay 11.5 45.8 10.6 20.5 10.8 13.5 HCM Lane LOS B E B C B B HCM 95th-tile Q 0.8 12 0.2 4.6 0.2 1.6

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 9 HCM 2010 TWSC AM Peak 9: Lucille Ln & Project Driveway 02/23/2021

Intersection Int Delay, s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 17 2 1 263 262 6 Future Vol, veh/h 17 2 1 263 262 6 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 68 68 68 68 68 68 Heavy Vehicles, % 3 33333 Mvmt Flow 25 3 1 387 385 9

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 779 390 394 0 - 0 Stage 1 390 ----- Stage 2 389 ----- Critical Hdwy 6.43 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 - - - Pot Cap-1 Maneuver 363 656 1159 - - - Stage 1 682 ----- Stage 2 683 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 363 656 1159 - - - Mov Cap-2 Maneuver 363 ----- Stage 1 681 ----- Stage 2 683 -----

Approach EB NB SB HCM Control Delay, s 15.2 0 0 HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1159 - 381 - - HCM Lane V/C Ratio 0.001 - 0.073 - - HCM Control Delay (s) 8.1 0 15.2 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0 - 0.2 - -

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 10 HCM 2010 Signalized Intersection Summary PM Peak 1: Lucille Ln/Norse Dr & Taylor Blvd 02/23/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 86 925 73 64 653 83 61 66 106 155 49 85 Future Volume (veh/h) 86 925 73 64 653 83 61 66 106 155 49 85 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1845 Adj Flow Rate, veh/h 92 995 0 74 751 95 75 81 131 250 79 137 Adj No. of Lanes 120120011011 Peak Hour Factor 0.93 0.93 0.93 0.87 0.87 0.87 0.81 0.81 0.81 0.62 0.62 0.62 Percent Heavy Veh, % 333333333333 Cap, veh/h 118 1208 0 95 1040 131 109 118 194 297 94 340 Arrive On Green 0.07 0.34 0.00 0.05 0.33 0.33 0.13 0.13 0.13 0.22 0.22 0.22 Sat Flow, veh/h 1757 3597 0 1757 3131 396 866 935 1541 1350 427 1545 Grp Volume(v), veh/h 92 995 0 74 420 426 156 0 131 329 0 137 Grp Sat Flow(s),veh/h/ln 1757 1752 0 1757 1752 1775 1801 0 1541 1777 0 1545 Q Serve(g_s), s 3.6 18.3 0.0 2.9 14.9 14.9 5.8 0.0 5.7 12.5 0.0 5.4 Cycle Q Clear(g_c), s 3.6 18.3 0.0 2.9 14.9 14.9 5.8 0.0 5.7 12.5 0.0 5.4 Prop In Lane 1.00 0.00 1.00 0.22 0.48 1.00 0.76 1.00 Lane Grp Cap(c), veh/h 118 1208 0 95 582 589 227 0 194 391 0 340 V/C Ratio(X) 0.78 0.82 0.00 0.78 0.72 0.72 0.69 0.00 0.68 0.84 0.00 0.40 Avail Cap(c_a), veh/h 187 1417 0 137 659 667 498 0 426 466 0 405 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 32.4 21.1 0.0 32.9 20.7 20.7 29.5 0.0 29.4 26.3 0.0 23.5 Incr Delay (d2), s/veh 10.6 3.5 0.0 15.8 3.4 3.4 3.7 0.0 4.1 11.4 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 9.4 0.0 1.8 7.7 7.8 3.1 0.0 2.6 7.4 0.0 2.4 LnGrp Delay(d),s/veh 43.0 24.7 0.0 48.7 24.1 24.1 33.2 0.0 33.5 37.7 0.0 24.3 LnGrp LOS D C DCCC CD C Approach Vol, veh/h 1087 920 287 466 Approach Delay, s/veh 26.2 26.1 33.3 33.8 Approach LOS CCCC Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 13.4 8.3 28.8 20.0 9.2 27.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 5.5 28.5 18.5 7.5 26.5 Max Q Clear Time (g_c+I1), s 7.8 4.9 20.3 14.5 5.6 16.9 Green Ext Time (p_c), s 1.0 0.0 4.0 1.0 0.0 3.5 Intersection Summary HCM 2010 Ctrl Delay 28.2 HCM 2010 LOS C

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 1 HCM 2010 TWSC PM Peak 2: Taylor Blvd & Civic Dr 02/23/2021

Intersection Int Delay, s/veh 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 78 1099 755 147 89 48 Future Vol, veh/h 78 1099 755 147 89 48 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 140 - - 90 0 0 Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 88 88 91 91 79 79 Heavy Vehicles, % 3 33333 Mvmt Flow 89 1249 830 162 113 61

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 992 0 - 0 1633 415 Stage 1 - - - - 830 - Stage 2 - - - - 803 - Critical Hdwy 4.16 - - - 6.86 6.96 Critical Hdwy Stg 1 - - - - 5.86 - Critical Hdwy Stg 2 - - - - 5.86 - Follow-up Hdwy 2.23 - - - 3.53 3.33 Pot Cap-1 Maneuver 687 - - - ~ 91 584 Stage 1 - - - - 386 - Stage 2 - - - - 399 - Platoon blocked, % - - - Mov Cap-1 Maneuver 687 - - - ~ 79 584 Mov Cap-2 Maneuver - - - - 255 - Stage 1 - - - - 336 - Stage 2 - - - - 399 -

Approach EB WB SB HCM Control Delay, s 0.7 0 23.5 HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 687 - - - 255 584 HCM Lane V/C Ratio 0.129 - - - 0.442 0.104 HCM Control Delay (s) 11 - - - 29.8 11.9 HCM Lane LOS B - - - D B HCM 95th %tile Q(veh) 0.4 - - - 2.1 0.3 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 2 HCM 2010 Signalized Intersection Summary PM Peak 3: Ruth Dr & Taylor Blvd 02/23/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 35 1178 38 36 797 30 31 18 27 20 12 19 Future Volume (veh/h) 35 1178 38 36 797 30 31 18 27 20 12 19 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1900 Adj Flow Rate, veh/h 40 1339 43 43 960 36 44 26 0 25 15 24 Adj No. of Lanes 120120011010 Peak Hour Factor 0.88 0.88 0.88 0.83 0.83 0.83 0.70 0.70 0.70 0.80 0.80 0.80 Percent Heavy Veh, % 333333333333 Cap, veh/h 78 1783 57 82 1782 67 232 101 194 169 71 74 Arrive On Green 0.04 0.51 0.51 0.05 0.52 0.52 0.12 0.12 0.00 0.12 0.12 0.12 Sat Flow, veh/h 1757 3464 111 1757 3445 129 768 818 1568 422 569 595 Grp Volume(v), veh/h 40 677 705 43 488 508 70 0 0 64 0 0 Grp Sat Flow(s),veh/h/ln 1757 1752 1822 1757 1752 1822 1586 0 1568 1586 0 0 Q Serve(g_s), s 1.0 13.1 13.1 1.0 8.0 8.0 0.1 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.0 13.1 13.1 1.0 8.0 8.0 1.5 0.0 0.0 1.4 0.0 0.0 Prop In Lane 1.00 0.06 1.00 0.07 0.63 1.00 0.39 0.37 Lane Grp Cap(c), veh/h 78 902 938 82 906 942 333 0 194 313 0 0 V/C Ratio(X) 0.52 0.75 0.75 0.52 0.54 0.54 0.21 0.00 0.00 0.20 0.00 0.00 Avail Cap(c_a), veh/h 242 1124 1168 209 1091 1134 807 0 691 797 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 20.0 8.2 8.2 20.0 6.9 6.9 17.1 0.0 0.0 17.1 0.0 0.0 Incr Delay (d2), s/veh 5.2 2.2 2.2 5.1 0.5 0.5 0.3 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/ln 0.6 6.8 7.0 0.6 3.9 4.1 0.8 0.0 0.0 0.7 0.0 0.0 LnGrp Delay(d),s/veh 25.2 10.4 10.4 25.1 7.4 7.4 17.4 0.0 0.0 17.4 0.0 0.0 LnGrp LOS C B B C A A B B Approach Vol, veh/h 1422 1039 70 64 Approach Delay, s/veh 10.8 8.2 17.4 17.4 Approach LOS BABB Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 9.8 6.5 26.6 9.8 6.4 26.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.9 5.1 27.5 18.9 5.9 26.7 Max Q Clear Time (g_c+I1), s 3.5 3.0 15.1 3.4 3.0 10.0 Green Ext Time (p_c), s 0.2 0.0 6.9 0.2 0.0 5.6 Intersection Summary HCM 2010 Ctrl Delay 10.1 HCM 2010 LOS B

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 3 HCM 2010 Signalized Intersection Summary PM Peak 4: Contra Costa Blvd & Taylor Blvd/Sunvalley Blvd 02/23/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 228 783 204 336 496 362 227 798 519 385 520 142 Future Volume (veh/h) 228 783 204 336 496 362 227 798 519 385 520 142 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 243 833 0 357 528 0 252 887 0 405 547 0 Adj No. of Lanes 2 31221231221 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.90 0.90 0.90 0.95 0.95 0.95 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 335 1097 342 446 877 392 353 1264 393 494 1024 458 Arrive On Green 0.10 0.22 0.00 0.13 0.25 0.00 0.10 0.25 0.00 0.14 0.29 0.00 Sat Flow, veh/h 3408 5036 1568 3408 3505 1568 3408 5036 1568 3408 3505 1568 Grp Volume(v), veh/h 243 833 0 357 528 0 252 887 0 405 547 0 Grp Sat Flow(s),veh/h/ln1704 1679 1568 1704 1752 1568 1704 1679 1568 1704 1752 1568 Q Serve(g_s), s 4.9 10.9 0.0 7.2 9.4 0.0 5.0 11.3 0.0 8.1 9.2 0.0 Cycle Q Clear(g_c), s 4.9 10.9 0.0 7.2 9.4 0.0 5.0 11.3 0.0 8.1 9.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 335 1097 342 446 877 392 353 1264 393 494 1024 458 V/C Ratio(X) 0.72 0.76 0.00 0.80 0.60 0.00 0.71 0.70 0.00 0.82 0.53 0.00 Avail Cap(c_a), veh/h 402 1287 401 460 956 428 532 1709 532 513 1170 523 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 30.8 25.8 0.0 29.7 23.3 0.0 30.5 24.0 0.0 29.2 20.9 0.0 Incr Delay (d2), s/veh 5.1 2.3 0.0 9.6 0.9 0.0 2.7 0.8 0.0 9.9 0.4 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/ln2.5 5.2 0.0 4.0 4.6 0.0 2.5 5.3 0.0 4.5 4.5 0.0 LnGrp Delay(d),s/veh 36.0 28.1 0.0 39.3 24.2 0.0 33.2 24.8 0.0 39.1 21.3 0.0 LnGrp LOS D C D C C C D C Approach Vol, veh/h 1076 885 1139 952 Approach Delay, s/veh 29.9 30.3 26.7 28.9 Approach LOS CCCC Timer 1 2345678 Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), 14.7s 22.2 13.7 19.8 11.8 25.1 11.4 22.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax),10.6 s 23.9 9.5 18.0 11.0 23.5 8.3 19.2 Max Q Clear Time (g_c+I1),10.1 s 13.3 9.2 12.9 7.0 11.2 6.9 11.4 Green Ext Time (p_c), s 0.1 4.3 0.1 2.3 0.3 2.8 0.1 2.1 Intersection Summary HCM 2010 Ctrl Delay 28.8 HCM 2010 LOS C

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 4 HCM 2010 Signalized Intersection Summary PM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/23/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 357 815 27 34 511 248 7 6 19 224 17 217 Future Volume (veh/h) 357 815 27 34 511 248 7 6 19 224 17 217 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1900 1900 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 368 840 28 35 527 256 9 8 24 269 0 0 Adj No. of Lanes 1 21120011201 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.80 0.80 0.80 0.88 0.88 0.88 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 419 1652 737 64 616 298 81 72 132 423 0 189 Arrive On Green 0.24 0.47 0.47 0.04 0.27 0.27 0.09 0.09 0.09 0.12 0.00 0.00 Sat Flow, veh/h 1757 3505 1563 1757 2289 1108 951 846 1551 3514 0 1568 Grp Volume(v), veh/h 368 840 28 35 403 380 17 0 24 269 0 0 Grp Sat Flow(s),veh/h/ln1757 1752 1563 1757 1752 1645 1797 0 1551 1757 0 1568 Q Serve(g_s), s 12.7 10.5 0.6 1.2 13.7 13.8 0.5 0.0 0.9 4.6 0.0 0.0 Cycle Q Clear(g_c), s 12.7 10.5 0.6 1.2 13.7 13.8 0.5 0.0 0.9 4.6 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.67 0.53 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 419 1652 737 64 471 442 153 0 132 423 0 189 V/C Ratio(X) 0.88 0.51 0.04 0.55 0.86 0.86 0.11 0.00 0.18 0.64 0.00 0.00 Avail Cap(c_a), veh/h 490 1703 760 140 503 472 530 0 457 1008 0 450 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 23.0 11.5 8.9 29.7 21.8 21.8 26.5 0.0 26.7 26.3 0.0 0.0 Incr Delay (d2), s/veh 14.8 0.2 0.0 7.1 13.0 14.1 0.3 0.0 0.7 1.6 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/ln7.9 5.1 0.3 0.7 8.3 8.0 0.3 0.0 0.4 2.3 0.0 0.0 LnGrp Delay(d),s/veh 37.8 11.8 9.0 36.8 34.7 35.9 26.8 0.0 27.3 27.9 0.0 0.0 LnGrp LOS D B A DCDC CC Approach Vol, veh/h 1236 818 41 269 Approach Delay, s/veh 19.5 35.4 27.1 27.9 Approach LOS B D C C Timer 1 2345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 9.8 6.8 34.1 12.1 19.5 21.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 5.0 30.5 18.0 17.5 18.0 Max Q Clear Time (g_c+I1), s 2.9 3.2 12.5 6.6 14.7 15.8 Green Ext Time (p_c), s 0.1 0.0 5.4 0.7 0.3 1.0 Intersection Summary HCM 2010 Ctrl Delay 26.1 HCM 2010 LOS C Notes

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 5 HCM 2010 Signalized Intersection Summary PM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/23/2021

User approved volume balancing among the lanes for turning movement.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 6 HCM 2010 AWSC PM Peak 6: Norse Dr & Viking Dr 02/23/2021

Intersection Intersection Delay, s/veh12.1 Intersection LOS B

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 62 127 37 64 110 49 23 103 78 48 70 24 Future Vol, veh/h 62 127 37 64 110 49 23 103 78 48 70 24 Peak Hour Factor 0.88 0.88 0.88 0.76 0.76 0.76 0.88 0.88 0.88 0.89 0.89 0.89 Heavy Vehicles, % 3 33333333333 Mvmt Flow 70 144 42 84 145 64 26 117 89 54 79 27 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 12.2 12.8 11.7 11 HCM LOS B B B B

Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 11% 27% 29% 34% Vol Thru, % 50% 56% 49% 49% Vol Right, % 38% 16% 22% 17% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 204 226 223 142 LT Vol 23 62 64 48 Through Vol 103 127 110 70 RT Vol 78 37 49 24 Lane Flow Rate 232 257 293 160 Geometry Grp 1111 Degree of Util (X) 0.358 0.394 0.443 0.26 Departure Headway (Hd) 5.553 5.523 5.435 5.857 Convergence, Y/N Yes Yes Yes Yes Cap 644 650 660 609 Service Time 3.616 3.583 3.493 3.926 HCM Lane V/C Ratio 0.36 0.395 0.444 0.263 HCM Control Delay 11.7 12.2 12.8 11 HCM Lane LOS BBBB HCM 95th-tile Q 1.6 1.9 2.3 1

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 7 HCM 2010 TWSC PM Peak 7: Norse Dr & Paso Nogal Rd 02/23/2021

Approach EB WB NB HCM Control Delay, s 0 2.8 12 HCM LOS B

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 8 HCM 2010 AWSC PM Peak 8: Norse Dr & Civic Dr 02/23/2021

Intersection Intersection Delay, s/veh 10.5 Intersection LOS B

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 1 110 62 0 34 4 181 40 32 131 2 Future Vol, veh/h 14 1 110 62 0 34 4 181 40 32 131 2 Peak Hour Factor 0.69 0.69 0.69 0.89 0.89 0.89 0.88 0.88 0.88 0.74 0.74 0.74 Heavy Vehicles, % 333333333333 Mvmt Flow 20 1 159 70 0 38 5 206 45 43 177 3 Number of Lanes 010010110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1122 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2211 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2211 HCM Control Delay 9.6 9.6 11.6 10.4 HCM LOS AABB

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 11% 65% 100% 0% Vol Thru, % 0% 82% 1% 0% 0% 98% Vol Right, % 0% 18% 88% 35% 0% 2% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 4 221 125 96 32 133 LT Vol 4 0 14 62 32 0 Through Vol 0 181 1 0 0 131 RT Vol 0 40 110 34 0 2 Lane Flow Rate 5 251 181 108 43 180 Geometry Grp 772277 Degree of Util (X) 0.008 0.383 0.249 0.164 0.074 0.281 Departure Headway (Hd) 6.121 5.487 4.953 5.458 6.151 5.634 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 586 658 730 658 583 638 Service Time 3.847 3.213 2.953 3.489 3.878 3.362 HCM Lane V/C Ratio 0.009 0.381 0.248 0.164 0.074 0.282 HCM Control Delay 8.9 11.6 9.6 9.6 9.4 10.6 HCM Lane LOS ABAAAB HCM 95th-tile Q 0 1.8 1 0.6 0.2 1.1

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 9 HCM 2010 TWSC PM Peak 9: Lucille Ln & Project Driveway 02/23/2021

Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 11 1 2 222 166 20 Future Vol, veh/h 11 1 2 222 166 20 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, % 3 33333 Mvmt Flow 14 1 2 274 205 25

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 496 218 230 0 - 0 Stage 1 218 ----- Stage 2 278 ----- Critical Hdwy 6.43 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 - - - Pot Cap-1 Maneuver 531 819 1332 - - - Stage 1 816 ----- Stage 2 767 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 530 819 1332 - - - Mov Cap-2 Maneuver 530 ----- Stage 1 814 ----- Stage 2 767 -----

Approach EB NB SB HCM Control Delay, s 11.8 0.1 0 HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1332 - 546 - - HCM Lane V/C Ratio 0.002 - 0.027 - - HCM Control Delay (s) 7.7 0 11.8 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.1 - -

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 10 Queues AM Peak 1: Lucille Ln/Norse Dr & Taylor Blvd 02/23/2021

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group Flow (vph) 174 770 165 1266 250 162 301 182 v/c Ratio 0.93 0.67 0.74 1.04 0.80 0.41 0.92 0.42 Control Delay 95.4 31.7 62.5 68.8 58.6 9.2 73.6 8.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 95.4 31.7 62.5 68.8 58.6 9.2 73.6 8.7 Queue Length 50th (ft) 112 222 102 ~463 152 0 190 0 Queue Length 95th (ft) #239 286 147 #459 170 18 195 12 Internal Link Dist (ft) 1565 876 194 287 Turn Bay Length (ft) 170 110 240 Base Capacity (vph) 187 1154 241 1216 347 419 333 436 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.93 0.67 0.68 1.04 0.72 0.39 0.90 0.42 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 1 Queues AM Peak 3: Ruth Dr & Taylor Blvd 02/23/2021

Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph) 37 937 63 1430 155 165 214 v/c Ratio 0.21 0.56 0.29 0.77 0.55 0.11 0.61 Control Delay 29.5 13.5 28.8 16.7 27.2 0.1 24.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.5 13.5 28.8 16.7 27.2 0.1 24.6 Queue Length 50th (ft) 11 122 19 135 44 0 52 Queue Length 95th (ft) 37 193 56 #415 63 0 60 Internal Link Dist (ft) 1146 541 270 278 Turn Bay Length (ft) 340 290 25 Base Capacity (vph) 175 1798 230 1949 457 1548 549 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.21 0.52 0.27 0.73 0.34 0.11 0.39 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 2 Queues AM Peak 4: Contra Costa Blvd & Taylor Blvd/Sunvalley Blvd 02/23/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 163 806 278 615 1122 577 145 290 321 246 555 231 v/c Ratio 0.69 0.66 0.52 0.89 0.85 0.72 0.58 0.27 0.55 0.82 0.69 0.44 Control Delay 51.0 28.0 10.4 46.9 29.0 14.0 43.6 24.1 7.1 56.5 30.2 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.0 28.0 10.4 46.9 29.0 14.0 43.6 24.1 7.1 56.5 30.2 7.3 Queue Length 50th (ft) 38 123 22 144 245 82 34 39 0 58 120 5 Queue Length 95th (ft) 54 126 46 #233 #336 199 #68 61 60 #107 156 46 Internal Link Dist (ft) 412 380 690 379 Turn Bay Length (ft) 260 100 240 225 245 275 205 225 Base Capacity (vph) 235 1257 547 688 1341 803 250 1257 624 301 928 566 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.69 0.64 0.51 0.89 0.84 0.72 0.58 0.23 0.51 0.82 0.60 0.41 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 3 Queues AM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/23/2021

Lane Group EBL EBT EBR WBL WBT NBT NBR SBL SBT SBR Lane Group Flow (vph) 298 599 10 19 1187 69 47 148 146 310 v/c Ratio 0.85 0.29 0.01 0.19 0.92 0.41 0.17 0.61 0.60 0.63 Control Delay 62.5 12.6 0.0 50.9 41.9 50.0 1.3 50.3 49.6 10.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.5 12.6 0.0 50.9 41.9 50.0 1.3 50.3 49.6 10.8 Queue Length 50th (ft) 180 83 0 11 352 41 0 90 89 0 Queue Length 95th (ft) #345 164 0 32 #409 64 0 164 162 77 Internal Link Dist (ft) 839 1565 327 406 Turn Bay Length (ft) 270 190 260 50 90 Base Capacity (vph) 349 2038 936 99 1285 339 409 311 313 541 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.85 0.29 0.01 0.19 0.92 0.20 0.11 0.48 0.47 0.57 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 4 Queues PM Peak 1: Lucille Ln/Norse Dr & Taylor Blvd 02/23/2021

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group Flow (vph) 92 1073 74 846 156 131 329 137 v/c Ratio 0.57 0.87 0.60 0.73 0.56 0.37 0.83 0.30 Control Delay 53.0 35.2 61.1 29.2 40.0 9.3 51.0 7.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.0 35.2 61.1 29.2 40.0 9.3 51.0 7.6 Queue Length 50th (ft) 47 272 38 202 76 0 164 0 Queue Length 95th (ft) #117 #446 #105 287 119 34 177 11 Internal Link Dist (ft) 1565 876 194 287 Turn Bay Length (ft) 170 110 240 Base Capacity (vph) 168 1274 123 1182 451 484 421 471 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.55 0.84 0.60 0.72 0.35 0.27 0.78 0.29 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 1 Queues PM Peak 3: Ruth Dr & Taylor Blvd 02/23/2021

Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph) 40 1382 43 996 70 39 64 v/c Ratio 0.17 0.71 0.21 0.52 0.29 0.03 0.23 Control Delay 23.7 11.8 25.2 9.0 22.3 0.0 15.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.7 11.8 25.2 9.0 22.3 0.0 15.9 Queue Length 50th (ft) 9 90 10 54 16 0 9 Queue Length 95th (ft) 36 265 36 154 38 0 33 Internal Link Dist (ft) 1146 541 270 278 Turn Bay Length (ft) 340 290 25 Base Capacity (vph) 234 2177 202 2128 609 1548 650 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.17 0.63 0.21 0.47 0.11 0.03 0.10 Intersection Summary

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 2 Queues PM Peak 4: Contra Costa Blvd & Taylor Blvd/Sunvalley Blvd 02/23/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 243 833 217 357 528 385 252 887 577 405 547 149 v/c Ratio 0.68 0.75 0.43 0.87 0.64 0.65 0.58 0.60 0.92 0.88 0.52 0.26 Control Delay 45.4 33.6 7.8 57.2 31.1 13.2 38.0 25.8 38.7 56.4 25.3 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.4 33.6 7.8 57.2 31.1 13.2 38.0 25.8 38.7 56.4 25.3 5.4 Queue Length 50th (ft) 61 142 4 92 124 38 61 136 165 104 119 0 Queue Length 95th (ft) #107 186 58 #167 176 128 97 178 #372 #184 168 40 Internal Link Dist (ft) 412 380 690 379 Turn Bay Length (ft) 260 100 240 225 245 275 205 225 Base Capacity (vph) 360 1157 514 412 859 604 477 1537 638 460 1061 571 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.68 0.72 0.42 0.87 0.61 0.64 0.53 0.58 0.90 0.88 0.52 0.26 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 3 Queues PM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/23/2021

Lane Group EBL EBT EBR WBL WBT NBT NBR SBL SBT SBR Lane Group Flow (vph) 368 840 28 35 783 17 24 138 136 247 v/c Ratio 0.86 0.47 0.03 0.29 0.88 0.11 0.08 0.50 0.48 0.53 Control Delay 49.8 14.7 0.1 40.2 37.4 33.6 0.5 33.4 33.0 8.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.8 14.7 0.1 40.2 37.4 33.6 0.5 33.4 33.0 8.4 Queue Length 50th (ft) 156 103 0 15 157 7 0 58 57 0 Queue Length 95th (ft) #344 232 0 45 #300 23 0 110 109 51 Internal Link Dist (ft) 839 1565 327 406 Turn Bay Length (ft) 270 190 260 50 90 Base Capacity (vph) 427 1780 841 122 892 463 532 417 421 573 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.86 0.47 0.03 0.29 0.88 0.04 0.05 0.33 0.32 0.43 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Existing plus Project Conditions Synchro 10 Report TJKM Page 4

Peak Hour Warrant (Urban Areas)

Intersection: #2 Taylor Blvd. & Civic Dr., Pleasant Hill, CA Scenario: Existing plus Project Conditions

) VPH

137

(

234

Minor Street Volume =

Major Street Volume = 2185 (2079) VPH

AM Peak Hour

PM Peak Hour

A signal IS WARRANTED in the a.m. Peak Hour A signal is NOT WARRANTED in the p.m. Peak Hour

Source: CA MUTCD 2014, Chapter 4C – Traffic Control Signal Needs Studies, Part 4 - Highway Traffic Signals, Figure 4C-3

Peak Hour Warrant (Urban Areas)

Intersection: #6 Norse Dr. & Viking Dr., Pleasant Hill, CA Scenario: Existing plus Project Conditions

) VPH

142

(

289

inor Street Volume =

Major Street Volume = 575 (449) VPH

AM Peak Hour

PM Peak Hour

A signal is NOT WARRANTED in the a.m. Peak Hour A signal is NOT WARRANTED in the p.m. Peak Hour

Source: CA MUTCD 2014, Chapter 4C – Traffic Control Signal Needs Studies, Part 4 - Highway Traffic Signals, Figure 4C-3 401 Taylor Boulevard Residential Traffic Impact Study

Appendix D – Background Conditions Intersections Level of Service Worksheets

HCM 2010 Signalized Intersection Summary AM Peak 1: Lucille Ln/Norse Dr & Taylor Blvd 02/24/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 158 620 75 134 783 210 43 122 98 129 66 119 Future Volume (veh/h) 158 620 75 134 783 210 43 122 98 129 66 119 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1845 Adj Flow Rate, veh/h 178 697 0 172 1004 269 63 179 144 198 102 183 Adj No. of Lanes 120120011011 Peak Hour Factor 0.89 0.89 0.89 0.78 0.78 0.78 0.68 0.68 0.68 0.65 0.65 0.65 Percent Heavy Veh, % 333333333333 Cap, veh/h 193 1218 0 205 970 259 76 217 242 220 113 292 Arrive On Green 0.11 0.35 0.00 0.12 0.35 0.35 0.16 0.16 0.16 0.19 0.19 0.19 Sat Flow, veh/h 1757 3597 0 1757 2737 730 474 1347 1505 1179 607 1563 Grp Volume(v), veh/h 178 697 0 172 641 632 242 0 144 300 0 183 Grp Sat Flow(s),veh/h/ln 1757 1752 0 1757 1752 1714 1821 0 1505 1786 0 1563 Q Serve(g_s), s 9.6 15.5 0.0 9.2 33.9 33.9 12.3 0.0 8.5 15.7 0.0 10.3 Cycle Q Clear(g_c), s 9.6 15.5 0.0 9.2 33.9 33.9 12.3 0.0 8.5 15.7 0.0 10.3 Prop In Lane 1.00 0.00 1.00 0.43 0.26 1.00 0.66 1.00 Lane Grp Cap(c), veh/h 193 1218 0 205 621 608 293 0 242 334 0 292 V/C Ratio(X) 0.92 0.57 0.00 0.84 1.03 1.04 0.83 0.00 0.60 0.90 0.00 0.63 Avail Cap(c_a), veh/h 193 1218 0 255 621 608 367 0 304 342 0 299 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 42.2 25.4 0.0 41.4 30.9 30.9 38.9 0.0 37.3 38.0 0.0 35.8 Incr Delay (d2), s/veh 43.6 0.6 0.0 17.9 44.8 47.2 11.8 0.0 2.3 25.0 0.0 4.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.0 7.6 0.0 5.5 23.9 23.8 7.1 0.0 3.7 10.1 0.0 4.8 LnGrp Delay(d),s/veh 85.8 26.1 0.0 59.3 75.7 78.1 50.7 0.0 39.6 63.0 0.0 39.8 LnGrp LOS F C E F F D D E D Approach Vol, veh/h 875 1445 386 483 Approach Delay, s/veh 38.2 74.8 46.5 54.2 Approach LOS D E D D Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 19.9 15.7 37.7 22.4 15.0 38.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.3 13.9 30.5 18.3 10.5 33.9 Max Q Clear Time (g_c+I1), s 14.3 11.2 17.5 17.7 11.6 35.9 Green Ext Time (p_c), s 0.9 0.1 3.7 0.2 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 58.2 HCM 2010 LOS E

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 1 HCM 2010 TWSC AM Peak 2: Taylor Blvd & Civic Dr 02/24/2021

Intersection Int Delay, s/veh 16.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 146 701 1010 333 100 134 Future Vol, veh/h 146 701 1010 333 100 134 Conflicting Peds, #/hr 2 00200 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 140 - - 90 0 0 Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 86 86 57 57 Heavy Vehicles, % 3 33333 Mvmt Flow 162 779 1174 387 175 235

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1563 0 - 0 1890 589 Stage 1 - - - - 1176 - Stage 2 - - - - 714 - Critical Hdwy 4.16 - - - 6.86 6.96 Critical Hdwy Stg 1 - - - - 5.86 - Critical Hdwy Stg 2 - - - - 5.86 - Follow-up Hdwy 2.23 - - - 3.53 3.33 Pot Cap-1 Maneuver 414 - - - ~ 61 449 Stage 1 - - - - 253 - Stage 2 - - - - 444 - Platoon blocked, % - - - Mov Cap-1 Maneuver 413 - - - ~ 37 448 Mov Cap-2 Maneuver - - - - ~ 139 - Stage 1 - - - - ~ 154 - Stage 2 - - - - 443 -

Approach EB WB SB HCM Control Delay, s 3.3 0 108.4 HCM LOS F

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 413 - - - 139 448 HCM Lane V/C Ratio 0.393 - - - 1.262 0.525 HCM Control Delay (s) 19.2 - - - 224.7 21.6 HCM Lane LOS C - - - F C HCM 95th %tile Q(veh) 1.8 - - - 10.7 3 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 2 HCM 2010 Signalized Intersection Summary AM Peak 3: Ruth Dr & Taylor Blvd 02/24/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 740 42 55 1230 39 59 37 102 43 42 33 Future Volume (veh/h) 31 740 42 55 1230 39 59 37 102 43 42 33 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 0.97 1.00 0.97 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1900 Adj Flow Rate, veh/h 37 881 50 62 1398 44 95 60 0 78 76 60 Adj No. of Lanes 120120011010 Peak Hour Factor 0.84 0.84 0.84 0.88 0.88 0.88 0.62 0.62 0.62 0.55 0.55 0.55 Percent Heavy Veh, % 333333333333 Cap, veh/h 69 1545 88 99 1647 52 298 164 369 193 167 105 Arrive On Green 0.04 0.46 0.46 0.06 0.47 0.47 0.24 0.24 0.00 0.24 0.24 0.24 Sat Flow, veh/h 1757 3372 191 1757 3467 109 810 695 1568 433 709 445 Grp Volume(v), veh/h 37 458 473 62 706 736 155 0 0 214 0 0 Grp Sat Flow(s),veh/h/ln 1757 1752 1811 1757 1752 1824 1505 0 1568 1587 0 0 Q Serve(g_s), s 1.1 10.3 10.3 1.9 19.1 19.2 0.0 0.0 0.0 1.8 0.0 0.0 Cycle Q Clear(g_c), s 1.1 10.3 10.3 1.9 19.1 19.2 4.3 0.0 0.0 6.0 0.0 0.0 Prop In Lane 1.00 0.11 1.00 0.06 0.61 1.00 0.36 0.28 Lane Grp Cap(c), veh/h 69 803 830 99 832 866 462 0 369 464 0 0 V/C Ratio(X) 0.53 0.57 0.57 0.63 0.85 0.85 0.34 0.00 0.00 0.46 0.00 0.00 Avail Cap(c_a), veh/h 166 848 876 218 900 936 617 0 544 632 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 25.4 10.7 10.7 24.9 12.4 12.5 17.3 0.0 0.0 18.0 0.0 0.0 Incr Delay (d2), s/veh 6.2 0.8 0.8 6.4 7.2 7.1 0.4 0.0 0.0 0.7 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/ln 0.7 5.1 5.3 1.1 10.7 11.1 2.0 0.0 0.0 2.9 0.0 0.0 LnGrp Delay(d),s/veh 31.7 11.5 11.5 31.4 19.7 19.6 17.8 0.0 0.0 18.7 0.0 0.0 LnGrp LOS C B B C B B B B Approach Vol, veh/h 968 1504 155 214 Approach Delay, s/veh 12.3 20.1 17.8 18.7 Approach LOS B C B B Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 17.2 7.5 29.2 17.2 6.6 30.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.7 6.7 26.1 18.7 5.1 27.7 Max Q Clear Time (g_c+I1), s 6.3 3.9 12.3 8.0 3.1 21.2 Green Ext Time (p_c), s 0.7 0.0 4.7 0.9 0.0 4.4 Intersection Summary HCM 2010 Ctrl Delay 17.2 HCM 2010 LOS B

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 3 HCM 2010 Signalized Intersection Summary AM Peak 4: Contra Costa Blvd & Taylor Blvd/Sunvalley Blvd 02/24/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 129 575 202 549 994 512 140 314 317 210 488 202 Future Volume (veh/h) 129 575 202 549 994 512 140 314 317 210 488 202 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 179 799 0 624 1130 0 149 334 0 250 581 0 Adj No. of Lanes 2 31221231221 Peak Hour Factor 0.72 0.72 0.72 0.88 0.88 0.88 0.94 0.94 0.94 0.84 0.84 0.84 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 262 1223 381 733 1335 597 230 952 297 338 775 347 Arrive On Green 0.08 0.24 0.00 0.22 0.38 0.00 0.07 0.19 0.00 0.10 0.22 0.00 Sat Flow, veh/h 3408 5036 1568 3408 3505 1568 3408 5036 1568 3408 3505 1568 Grp Volume(v), veh/h 179 799 0 624 1130 0 149 334 0 250 581 0 Grp Sat Flow(s),veh/h/ln1704 1679 1568 1704 1752 1568 1704 1679 1568 1704 1752 1568 Q Serve(g_s), s 3.6 10.1 0.0 12.5 20.9 0.0 3.0 4.1 0.0 5.1 11.0 0.0 Cycle Q Clear(g_c), s 3.6 10.1 0.0 12.5 20.9 0.0 3.0 4.1 0.0 5.1 11.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 262 1223 381 733 1335 597 230 952 297 338 775 347 V/C Ratio(X) 0.68 0.65 0.00 0.85 0.85 0.00 0.65 0.35 0.00 0.74 0.75 0.00 Avail Cap(c_a), veh/h 264 1277 398 840 1481 663 269 1348 420 360 1032 462 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 31.9 24.2 0.0 26.8 20.1 0.0 32.3 25.0 0.0 31.1 25.8 0.0 Incr Delay (d2), s/veh 6.9 1.1 0.0 7.5 4.4 0.0 4.2 0.2 0.0 7.4 2.2 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/ln2.0 4.8 0.0 6.7 10.9 0.0 1.6 1.9 0.0 2.7 5.6 0.0 LnGrp Delay(d),s/veh 38.9 25.3 0.0 34.3 24.5 0.0 36.5 25.2 0.0 38.4 28.0 0.0 LnGrp LOS D C C C D C D C Approach Vol, veh/h 978 1754 483 831 Approach Delay, s/veh 27.8 28.0 28.7 31.1 Approach LOS CCCC Timer 1 2345678 Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), 11.6s 17.9 19.8 21.7 9.3 20.2 10.0 31.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax),7.5 s 19.0 17.5 18.0 5.6 20.9 5.5 30.0 Max Q Clear Time (g_c+I1),7.1 s 6.1 14.5 12.1 5.0 13.0 5.6 22.9 Green Ext Time (p_c), s 0.0 1.7 0.8 2.5 0.0 2.3 0.0 4.1 Intersection Summary HCM 2010 Ctrl Delay 28.7 HCM 2010 LOS C

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 4 HCM 2010 Signalized Intersection Summary AM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/24/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 262 533 10 16 676 260 34 18 37 256 9 279 Future Volume (veh/h) 262 533 10 16 676 260 34 18 37 256 9 279 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.97 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1900 1900 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 298 606 11 20 856 329 50 26 54 291 0 0 Adj No. of Lanes 1 21120011201 Peak Hour Factor 0.88 0.88 0.88 0.79 0.79 0.79 0.68 0.68 0.68 0.90 0.90 0.90 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 338 1977 866 39 977 374 101 52 130 395 0 176 Arrive On Green 0.19 0.56 0.56 0.02 0.39 0.39 0.09 0.09 0.09 0.11 0.00 0.00 Sat Flow, veh/h 1757 3505 1536 1757 2478 950 1175 611 1513 3514 0 1568 Grp Volume(v), veh/h 298 606 11 20 605 580 76 0 54 291 0 0 Grp Sat Flow(s),veh/h/ln1757 1752 1536 1757 1752 1675 1786 0 1513 1757 0 1568 Q Serve(g_s), s 13.8 7.6 0.3 0.9 26.7 26.8 3.4 0.0 2.8 6.7 0.0 0.0 Cycle Q Clear(g_c), s 13.8 7.6 0.3 0.9 26.7 26.8 3.4 0.0 2.8 6.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.57 0.66 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 338 1977 866 39 691 660 153 0 130 395 0 176 V/C Ratio(X) 0.88 0.31 0.01 0.51 0.88 0.88 0.50 0.00 0.42 0.74 0.00 0.00 Avail Cap(c_a), veh/h 406 2089 915 116 755 722 397 0 337 761 0 340 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 32.8 9.6 8.0 40.4 23.4 23.5 36.5 0.0 36.2 35.9 0.0 0.0 Incr Delay (d2), s/veh 17.5 0.1 0.0 10.0 10.6 11.4 2.5 0.0 2.1 2.7 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/ln8.3 3.6 0.1 0.6 14.8 14.5 1.8 0.0 1.3 3.4 0.0 0.0 LnGrp Delay(d),s/veh 50.3 9.7 8.0 50.4 34.0 34.9 38.9 0.0 38.3 38.6 0.0 0.0 LnGrp LOS D A A DCCD DD Approach Vol, veh/h 915 1205 130 291 Approach Delay, s/veh 22.9 34.7 38.7 38.6 Approach LOS CCDD Timer 1 2345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 11.7 6.4 51.7 13.9 20.6 37.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.6 5.5 49.8 18.1 19.3 36.0 Max Q Clear Time (g_c+I1), s 5.4 2.9 9.6 8.7 15.8 28.8 Green Ext Time (p_c), s 0.4 0.0 4.3 0.7 0.3 4.1 Intersection Summary HCM 2010 Ctrl Delay 31.1 HCM 2010 LOS C Notes

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 5 HCM 2010 Signalized Intersection Summary AM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/24/2021

User approved volume balancing among the lanes for turning movement.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 6 HCM 2010 AWSC AM Peak 6: Norse Dr & Viking Dr 02/24/2021

Intersection Intersection Delay, s/veh58.3 Intersection LOS F

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 247 42 76 134 57 23 37 195 218 58 14 Future Vol, veh/h 18 247 42 76 134 57 23 37 195 218 58 14 Peak Hour Factor 0.87 0.87 0.87 0.64 0.64 0.64 0.77 0.77 0.77 0.79 0.79 0.79 Heavy Vehicles, % 3 33333333333 Mvmt Flow 21 284 48 119 209 89 30 48 253 276 73 18 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 51.2 77.1 40.4 60.1 HCM LOS F F E F

Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 9% 6% 28% 75% Vol Thru, % 15% 80% 50% 20% Vol Right, % 76% 14% 21% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 255 307 267 290 LT Vol 23 18 76 218 Through Vol 37 247 134 58 RT Vol 195 42 57 14 Lane Flow Rate 331 353 417 367 Geometry Grp 1111 Degree of Util (X) 0.81 0.882 1.009 0.928 Departure Headway (Hd) 8.913 9.098 8.708 9.204 Convergence, Y/N Yes Yes Yes Yes Cap 407 402 417 396 Service Time 6.913 7.098 6.804 7.204 HCM Lane V/C Ratio 0.813 0.878 1 0.927 HCM Control Delay 40.4 51.2 77.1 60.1 HCM Lane LOS E F F F HCM 95th-tile Q 7.3 8.9 12.7 10

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 7 HCM 2010 TWSC AM Peak 7: Norse Dr & Paso Nogal Rd 02/24/2021

Intersection Int Delay, s/veh 2.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 189 215 86 93 63 57 Future Vol, veh/h 189 215 86 93 63 57 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 50 - 0 - Veh in Median Storage, # 0 - - 0 2 - Grade, % 0 - - 0 0 - Peak Hour Factor 78 78 98 98 86 86 Heavy Vehicles, % 3 33333 Mvmt Flow 242 276 88 95 73 66

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 518 0 513 242 Stage 1 - - - - 242 - Stage 2 - - - - 271 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1043 - 519 794 Stage 1 - - - - 796 - Stage 2 - - - - 772 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1043 - 475 794 Mov Cap-2 Maneuver - - - - 620 - Stage 1 - - - - 796 - Stage 2 - - - - 707 -

Approach EB WB NB HCM Control Delay, s 0 4.2 11.5 HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 692 - - 1043 - HCM Lane V/C Ratio 0.202 - - 0.084 - HCM Control Delay (s) 11.5 - - 8.8 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.8 - - 0.3 -

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 8 HCM 2010 AWSC AM Peak 8: Norse Dr & Civic Dr 02/24/2021

Intersection Intersection Delay, s/veh 29.5 Intersection LOS D

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 4 8 174 4 24 87 264 154 27 139 5 Future Vol, veh/h 1 4 8 174 4 24 87 264 154 27 139 5 Peak Hour Factor 0.41 0.41 0.41 0.56 0.56 0.56 0.75 0.75 0.75 0.79 0.79 0.79 Heavy Vehicles, % 333333333333 Mvmt Flow 2 10 20 311 7 43 116 352 205 34 176 6 Number of Lanes 010010110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1122 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2211 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2211 HCM Control Delay 10.6 20.5 40.4 13.1 HCM LOS B C E B

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 8% 86% 100% 0% Vol Thru, % 0% 63% 31% 2% 0% 97% Vol Right, % 0% 37% 62% 12% 0% 3% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 87 418 13 202 27 144 LT Vol 87 0 1 174 27 0 Through Vol 0 264 4 4 0 139 RT Vol 0 154 8 24 0 5 Lane Flow Rate 116 557 32 361 34 182 Geometry Grp 772277 Degree of Util (X) 0.219 0.932 0.062 0.643 0.072 0.355 Departure Headway (Hd) 6.79 6.019 7.089 6.422 7.551 7.012 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 525 596 507 559 477 516 Service Time 4.574 3.802 5.101 4.512 5.253 4.715 HCM Lane V/C Ratio 0.221 0.935 0.063 0.646 0.071 0.353 HCM Control Delay 11.5 46.4 10.6 20.5 10.8 13.5 HCM Lane LOS B E B C B B HCM 95th-tile Q 0.8 12.1 0.2 4.6 0.2 1.6

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 9 HCM 2010 TWSC AM Peak 9: Lucille Ln & Project Driveway 02/24/2021

Approach EB NB SB HCM Control Delay, s 0 0 0 HCM LOS A

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1149 ---- HCM Lane V/C Ratio ----- HCM Control Delay (s) 0 - 0 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 ----

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 10 HCM 2010 Signalized Intersection Summary PM Peak 1: Lucille Ln/Norse Dr & Taylor Blvd 02/24/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 93 932 71 54 661 83 65 65 113 155 47 89 Future Volume (veh/h) 93 932 71 54 661 83 65 65 113 155 47 89 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1845 Adj Flow Rate, veh/h 100 1002 0 62 760 95 80 80 140 250 76 144 Adj No. of Lanes 120120011011 Peak Hour Factor 0.93 0.93 0.93 0.87 0.87 0.87 0.81 0.81 0.81 0.62 0.62 0.62 Percent Heavy Veh, % 333333333333 Cap, veh/h 128 1213 0 88 1014 127 117 117 201 298 90 338 Arrive On Green 0.07 0.35 0.00 0.05 0.32 0.32 0.13 0.13 0.13 0.22 0.22 0.22 Sat Flow, veh/h 1757 3597 0 1757 3136 392 900 900 1541 1362 414 1545 Grp Volume(v), veh/h 100 1002 0 62 425 430 160 0 140 326 0 144 Grp Sat Flow(s),veh/h/ln 1757 1752 0 1757 1752 1776 1800 0 1541 1777 0 1545 Q Serve(g_s), s 4.0 18.5 0.0 2.5 15.3 15.3 6.0 0.0 6.1 12.4 0.0 5.7 Cycle Q Clear(g_c), s 4.0 18.5 0.0 2.5 15.3 15.3 6.0 0.0 6.1 12.4 0.0 5.7 Prop In Lane 1.00 0.00 1.00 0.22 0.50 1.00 0.77 1.00 Lane Grp Cap(c), veh/h 128 1213 0 88 567 574 235 0 201 388 0 338 V/C Ratio(X) 0.78 0.83 0.00 0.71 0.75 0.75 0.68 0.00 0.70 0.84 0.00 0.43 Avail Cap(c_a), veh/h 169 1415 0 127 665 674 507 0 434 465 0 405 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 32.2 21.1 0.0 33.0 21.3 21.3 29.3 0.0 29.4 26.4 0.0 23.8 Incr Delay (d2), s/veh 15.8 3.6 0.0 10.0 4.0 3.9 3.4 0.0 4.3 11.2 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 9.5 0.0 1.4 7.9 8.0 3.2 0.0 2.9 7.3 0.0 2.5 LnGrp Delay(d),s/veh 48.0 24.8 0.0 43.1 25.3 25.3 32.7 0.0 33.6 37.6 0.0 24.6 LnGrp LOS D C DCCC CD C Approach Vol, veh/h 1102 917 300 470 Approach Delay, s/veh 26.9 26.5 33.2 33.6 Approach LOS CCCC Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 13.7 8.0 28.9 19.9 9.6 27.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.9 5.1 28.5 18.5 6.8 26.8 Max Q Clear Time (g_c+I1), s 8.1 4.5 20.5 14.4 6.0 17.3 Green Ext Time (p_c), s 1.1 0.0 4.0 1.0 0.0 3.5 Intersection Summary HCM 2010 Ctrl Delay 28.6 HCM 2010 LOS C

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 1 HCM 2010 TWSC PM Peak 2: Taylor Blvd & Civic Dr 02/24/2021

Intersection Int Delay, s/veh 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 78 1113 753 147 89 48 Future Vol, veh/h 78 1113 753 147 89 48 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 140 - - 90 0 0 Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 88 88 91 91 79 79 Heavy Vehicles, % 3 33333 Mvmt Flow 89 1265 827 162 113 61

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 989 0 - 0 1638 414 Stage 1 - - - - 827 - Stage 2 - - - - 811 - Critical Hdwy 4.16 - - - 6.86 6.96 Critical Hdwy Stg 1 - - - - 5.86 - Critical Hdwy Stg 2 - - - - 5.86 - Follow-up Hdwy 2.23 - - - 3.53 3.33 Pot Cap-1 Maneuver 689 - - - ~ 90 584 Stage 1 - - - - 387 - Stage 2 - - - - 395 - Platoon blocked, % - - - Mov Cap-1 Maneuver 689 - - - ~ 78 584 Mov Cap-2 Maneuver - - - - 254 - Stage 1 - - - - 337 - Stage 2 - - - - 395 -

Approach EB WB SB HCM Control Delay, s 0.7 0 23.7 HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 689 - - - 254 584 HCM Lane V/C Ratio 0.129 - - - 0.444 0.104 HCM Control Delay (s) 11 - - - 30 11.9 HCM Lane LOS B - - - D B HCM 95th %tile Q(veh) 0.4 - - - 2.1 0.3 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 2 HCM 2010 Signalized Intersection Summary PM Peak 3: Ruth Dr & Taylor Blvd 02/24/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 35 1192 38 36 795 30 31 18 27 20 12 19 Future Volume (veh/h) 35 1192 38 36 795 30 31 18 27 20 12 19 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1900 Adj Flow Rate, veh/h 40 1355 43 43 958 36 44 26 0 25 15 24 Adj No. of Lanes 120120011010 Peak Hour Factor 0.88 0.88 0.88 0.83 0.83 0.83 0.70 0.70 0.70 0.80 0.80 0.80 Percent Heavy Veh, % 333333333333 Cap, veh/h 78 1792 57 82 1791 67 231 101 193 168 70 73 Arrive On Green 0.04 0.52 0.52 0.05 0.52 0.52 0.12 0.12 0.00 0.12 0.12 0.12 Sat Flow, veh/h 1757 3465 110 1757 3445 129 769 817 1568 423 569 595 Grp Volume(v), veh/h 40 684 714 43 487 507 70 0 0 64 0 0 Grp Sat Flow(s),veh/h/ln 1757 1752 1823 1757 1752 1822 1586 0 1568 1586 0 0 Q Serve(g_s), s 1.0 13.3 13.4 1.0 8.0 8.0 0.1 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.0 13.3 13.4 1.0 8.0 8.0 1.5 0.0 0.0 1.5 0.0 0.0 Prop In Lane 1.00 0.06 1.00 0.07 0.63 1.00 0.39 0.37 Lane Grp Cap(c), veh/h 78 906 943 82 911 947 331 0 193 311 0 0 V/C Ratio(X) 0.52 0.76 0.76 0.52 0.54 0.54 0.21 0.00 0.00 0.21 0.00 0.00 Avail Cap(c_a), veh/h 240 1117 1162 208 1085 1127 802 0 687 792 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 20.2 8.2 8.3 20.1 6.9 6.9 17.2 0.0 0.0 17.2 0.0 0.0 Incr Delay (d2), s/veh 5.2 2.4 2.3 5.1 0.5 0.5 0.3 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/ln 0.6 6.9 7.1 0.6 3.9 4.1 0.8 0.0 0.0 0.7 0.0 0.0 LnGrp Delay(d),s/veh 25.4 10.6 10.6 25.2 7.4 7.4 17.6 0.0 0.0 17.5 0.0 0.0 LnGrp LOS C B B C A A B B Approach Vol, veh/h 1438 1037 70 64 Approach Delay, s/veh 11.0 8.1 17.6 17.5 Approach LOS BABB Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 9.8 6.5 26.8 9.8 6.4 26.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.9 5.1 27.5 18.9 5.9 26.7 Max Q Clear Time (g_c+I1), s 3.5 3.0 15.4 3.5 3.0 10.0 Green Ext Time (p_c), s 0.2 0.0 6.9 0.2 0.0 5.6 Intersection Summary HCM 2010 Ctrl Delay 10.2 HCM 2010 LOS B

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 3 HCM 2010 Signalized Intersection Summary PM Peak 4: Contra Costa Blvd & Taylor Blvd/Sunvalley Blvd 02/24/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 238 795 207 352 494 367 229 836 531 390 559 155 Future Volume (veh/h) 238 795 207 352 494 367 229 836 531 390 559 155 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 253 846 0 374 526 0 254 929 0 411 588 0 Adj No. of Lanes 2 31221231221 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.90 0.90 0.90 0.95 0.95 0.95 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 343 1093 340 459 880 393 352 1278 398 496 1037 464 Arrive On Green 0.10 0.22 0.00 0.13 0.25 0.00 0.10 0.25 0.00 0.15 0.30 0.00 Sat Flow, veh/h 3408 5036 1568 3408 3505 1568 3408 5036 1568 3408 3505 1568 Grp Volume(v), veh/h 253 846 0 374 526 0 254 929 0 411 588 0 Grp Sat Flow(s),veh/h/ln1704 1679 1568 1704 1752 1568 1704 1679 1568 1704 1752 1568 Q Serve(g_s), s 5.2 11.4 0.0 7.7 9.6 0.0 5.2 12.2 0.0 8.5 10.3 0.0 Cycle Q Clear(g_c), s 5.2 11.4 0.0 7.7 9.6 0.0 5.2 12.2 0.0 8.5 10.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 343 1093 340 459 880 393 352 1278 398 496 1037 464 V/C Ratio(X) 0.74 0.77 0.00 0.81 0.60 0.00 0.72 0.73 0.00 0.83 0.57 0.00 Avail Cap(c_a), veh/h 401 1255 391 467 941 421 514 1631 508 505 1126 504 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 31.6 26.6 0.0 30.4 23.8 0.0 31.4 24.7 0.0 30.0 21.5 0.0 Incr Delay (d2), s/veh 5.9 2.7 0.0 10.5 0.9 0.0 2.8 1.2 0.0 10.9 0.6 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/ln2.7 5.5 0.0 4.3 4.7 0.0 2.6 5.7 0.0 4.7 5.0 0.0 LnGrp Delay(d),s/veh 37.4 29.3 0.0 40.9 24.8 0.0 34.2 25.9 0.0 40.9 22.1 0.0 LnGrp LOS D C D C C C D C Approach Vol, veh/h 1099 900 1183 999 Approach Delay, s/veh 31.2 31.5 27.7 29.8 Approach LOS CCCC Timer 1 2345678 Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), 15.0s 22.8 14.2 20.2 12.0 25.9 11.8 22.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax),10.7 s 23.4 9.9 18.0 10.9 23.2 8.5 19.4 Max Q Clear Time (g_c+I1),10.5 s 14.2 9.7 13.4 7.2 12.3 7.2 11.6 Green Ext Time (p_c), s 0.0 4.1 0.0 2.2 0.3 2.9 0.1 2.1 Intersection Summary HCM 2010 Ctrl Delay 29.9 HCM 2010 LOS C

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 4 HCM 2010 Signalized Intersection Summary PM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/24/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 357 820 31 39 519 248 10 7 22 224 18 217 Future Volume (veh/h) 357 820 31 39 519 248 10 7 22 224 18 217 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1900 1900 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 368 845 32 40 535 256 12 9 28 269 0 0 Adj No. of Lanes 1 21120011201 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.80 0.80 0.80 0.88 0.88 0.88 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 417 1639 731 70 622 297 87 65 132 423 0 189 Arrive On Green 0.24 0.47 0.47 0.04 0.27 0.27 0.09 0.09 0.09 0.12 0.00 0.00 Sat Flow, veh/h 1757 3505 1563 1757 2301 1098 1025 769 1551 3514 0 1568 Grp Volume(v), veh/h 368 845 32 40 407 384 21 0 28 269 0 0 Grp Sat Flow(s),veh/h/ln1757 1752 1563 1757 1752 1647 1793 0 1551 1757 0 1568 Q Serve(g_s), s 12.7 10.6 0.7 1.4 13.9 13.9 0.7 0.0 1.1 4.6 0.0 0.0 Cycle Q Clear(g_c), s 12.7 10.6 0.7 1.4 13.9 13.9 0.7 0.0 1.1 4.6 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.67 0.57 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 417 1639 731 70 474 445 153 0 132 423 0 189 V/C Ratio(X) 0.88 0.52 0.04 0.57 0.86 0.86 0.14 0.00 0.21 0.64 0.00 0.00 Avail Cap(c_a), veh/h 462 1647 735 140 503 472 557 0 482 1008 0 450 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 23.1 11.7 9.1 29.6 21.8 21.8 26.6 0.0 26.8 26.3 0.0 0.0 Incr Delay (d2), s/veh 16.8 0.3 0.0 7.1 13.4 14.5 0.4 0.0 0.8 1.6 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/ln8.1 5.1 0.3 0.8 8.4 8.1 0.4 0.0 0.5 2.3 0.0 0.0 LnGrp Delay(d),s/veh 39.9 12.0 9.1 36.7 35.2 36.3 27.0 0.0 27.5 27.9 0.0 0.0 LnGrp LOS D B A DDDC CC Approach Vol, veh/h 1245 831 49 269 Approach Delay, s/veh 20.2 35.8 27.3 27.9 Approach LOS CDCC Timer 1 2345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 9.8 7.0 33.9 12.1 19.4 21.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 5.0 29.5 18.0 16.5 18.0 Max Q Clear Time (g_c+I1), s 3.1 3.4 12.6 6.6 14.7 15.9 Green Ext Time (p_c), s 0.1 0.0 5.3 0.7 0.2 1.0 Intersection Summary HCM 2010 Ctrl Delay 26.6 HCM 2010 LOS C Notes

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 5 HCM 2010 Signalized Intersection Summary PM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/24/2021

User approved volume balancing among the lanes for turning movement.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 6 HCM 2010 AWSC PM Peak 6: Norse Dr & Viking Dr 02/24/2021

Intersection Intersection Delay, s/veh12.1 Intersection LOS B

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 62 127 37 62 110 49 23 110 77 48 74 24 Future Vol, veh/h 62 127 37 62 110 49 23 110 77 48 74 24 Peak Hour Factor 0.88 0.88 0.88 0.76 0.76 0.76 0.88 0.88 0.88 0.89 0.89 0.89 Heavy Vehicles, % 3 33333333333 Mvmt Flow 70 144 42 82 145 64 26 125 88 54 83 27 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 12.3 12.8 11.9 11.1 HCM LOS B B B B

Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 11% 27% 28% 33% Vol Thru, % 52% 56% 50% 51% Vol Right, % 37% 16% 22% 16% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 210 226 221 146 LT Vol 23 62 62 48 Through Vol 110 127 110 74 RT Vol 77 37 49 24 Lane Flow Rate 239 257 291 164 Geometry Grp 1111 Degree of Util (X) 0.37 0.397 0.442 0.268 Departure Headway (Hd) 5.577 5.561 5.474 5.877 Convergence, Y/N Yes Yes Yes Yes Cap 642 645 654 607 Service Time 3.64 3.623 3.535 3.948 HCM Lane V/C Ratio 0.372 0.398 0.445 0.27 HCM Control Delay 11.9 12.3 12.8 11.1 HCM Lane LOS BBBB HCM 95th-tile Q 1.7 1.9 2.3 1.1

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 7 HCM 2010 TWSC PM Peak 7: Norse Dr & Paso Nogal Rd 02/24/2021

Intersection Int Delay, s/veh 5.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 119 60 93 161 74 141 Future Vol, veh/h 119 60 93 161 74 141 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 50 - 0 - Veh in Median Storage, # 0 - - 0 2 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 89 84 84 85 85 Heavy Vehicles, % 3 33333 Mvmt Flow 134 67 111 192 87 166

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 201 0 548 134 Stage 1 - - - - 134 - Stage 2 - - - - 414 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1365 - 496 912 Stage 1 - - - - 890 - Stage 2 - - - - 665 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1365 - 456 912 Mov Cap-2 Maneuver - - - - 567 - Stage 1 - - - - 890 - Stage 2 - - - - 611 -

Approach EB WB NB HCM Control Delay, s 0 2.9 12.2 HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 754 - - 1365 - HCM Lane V/C Ratio 0.335 - - 0.081 - HCM Control Delay (s) 12.2 - - 7.9 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 1.5 - - 0.3 -

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 8 HCM 2010 AWSC PM Peak 8: Norse Dr & Civic Dr 02/24/2021

Intersection Intersection Delay, s/veh 10.5 Intersection LOS B

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 1 110 62 0 34 4 187 40 32 133 2 Future Vol, veh/h 14 1 110 62 0 34 4 187 40 32 133 2 Peak Hour Factor 0.69 0.69 0.69 0.89 0.89 0.89 0.88 0.88 0.88 0.74 0.74 0.74 Heavy Vehicles, % 333333333333 Mvmt Flow 20 1 159 70 0 38 5 213 45 43 180 3 Number of Lanes 010010110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1122 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2211 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2211 HCM Control Delay 9.6 9.6 11.7 10.4 HCM LOS AABB

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 11% 65% 100% 0% Vol Thru, % 0% 82% 1% 0% 0% 99% Vol Right, % 0% 18% 88% 35% 0% 1% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 4 227 125 96 32 135 LT Vol 4 0 14 62 32 0 Through Vol 0 187 1 0 0 133 RT Vol 0 40 110 34 0 2 Lane Flow Rate 5 258 181 108 43 182 Geometry Grp 772277 Degree of Util (X) 0.008 0.394 0.251 0.164 0.074 0.286 Departure Headway (Hd) 6.13 5.499 4.981 5.489 6.164 5.648 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 585 655 725 654 582 637 Service Time 3.856 3.225 2.981 3.521 3.892 3.375 HCM Lane V/C Ratio 0.009 0.394 0.25 0.165 0.074 0.286 HCM Control Delay 8.9 11.8 9.6 9.6 9.4 10.6 HCM Lane LOS ABAAAB HCM 95th-tile Q 0 1.9 1 0.6 0.2 1.2

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 9 HCM 2010 TWSC PM Peak 9: Lucille Ln & Project Driveway 02/24/2021

Approach EB NB SB HCM Control Delay, s 12 0 0 HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1352 - 541 - - HCM Lane V/C Ratio - - 0.048 - - HCM Control Delay (s) 0 - 12 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.2 - -

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 10 HCM 2010 Signalized Intersection Summary AM Peak 2: Taylor Blvd & Civic Dr 02/25/2021

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 146 701 1010 333 100 134 Future Volume (veh/h) 146 701 1010 333 100 134 Number 7 4 8 18 1 16 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 162 779 1174 387 175 235 Adj No. of Lanes 122111 Peak Hour Factor 0.90 0.90 0.86 0.86 0.57 0.57 Percent Heavy Veh, % 222222 Cap, veh/h 280 2375 2375 1061 332 296 Arrive On Green 0.67 0.67 0.67 0.67 0.19 0.19 Sat Flow, veh/h 329 3632 3632 1581 1774 1583 Grp Volume(v), veh/h 162 779 1174 387 175 235 Grp Sat Flow(s),veh/h/ln 329 1770 1770 1581 1774 1583 Q Serve(g_s), s 30.3 5.9 10.3 6.8 5.6 9.0 Cycle Q Clear(g_c), s 40.7 5.9 10.3 6.8 5.6 9.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 280 2375 2375 1061 332 296 V/C Ratio(X) 0.58 0.33 0.49 0.36 0.53 0.79 Avail Cap(c_a), veh/h 280 2375 2375 1061 518 462 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.1 4.4 5.1 4.5 23.2 24.6 Incr Delay (d2), s/veh 2.9 0.1 0.2 0.2 1.3 5.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 2.8 4.9 3.0 2.9 4.3 LnGrp Delay(d),s/veh 18.1 4.5 5.3 4.8 24.5 29.7 LnGrp LOS BAAACC Approach Vol, veh/h 941 1561 410 Approach Delay, s/veh 6.8 5.2 27.5 Approach LOS A A C Timer 12345678 Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 47.0 16.3 47.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 42.5 18.5 42.5 Max Q Clear Time (g_c+I1), s 42.7 11.0 12.3 Green Ext Time (p_c), s 0.0 0.9 11.7 Intersection Summary HCM 2010 Ctrl Delay 8.8 HCM 2010 LOS A

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions with Improvements Synchro 10 Report TJKM Page 2 HCM 2010 Signalized Intersection Summary PM Peak 2: Taylor Blvd & Civic Dr 02/25/2021

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 78 1113 753 147 89 48 Future Volume (veh/h) 78 1113 753 147 89 48 Number 7 4 8 18 1 16 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 89 1265 827 162 114 62 Adj No. of Lanes 122111 Peak Hour Factor 0.88 0.88 0.91 0.91 0.78 0.78 Percent Heavy Veh, % 222222 Cap, veh/h 466 1952 1952 873 284 254 Arrive On Green 0.55 0.55 0.55 0.55 0.16 0.16 Sat Flow, veh/h 567 3632 3632 1583 1774 1583 Grp Volume(v), veh/h 89 1265 827 162 114 62 Grp Sat Flow(s),veh/h/ln 567 1770 1770 1583 1774 1583 Q Serve(g_s), s 3.4 7.8 4.3 1.6 1.8 1.1 Cycle Q Clear(g_c), s 7.7 7.8 4.3 1.6 1.8 1.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 466 1952 1952 873 284 254 V/C Ratio(X) 0.19 0.65 0.42 0.19 0.40 0.24 Avail Cap(c_a), veh/h 562 2550 2550 1141 1051 938 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.3 4.9 4.1 3.5 11.8 11.5 Incr Delay (d2), s/veh 0.2 0.4 0.1 0.1 0.9 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 3.8 2.0 0.7 1.0 0.5 LnGrp Delay(d),s/veh 6.5 5.3 4.2 3.6 12.7 12.0 LnGrp LOS AAAABB Approach Vol, veh/h 1354 989 176 Approach Delay, s/veh 5.3 4.1 12.4 Approach LOS A A B Timer 12345678 Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 21.7 9.5 21.7 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 22.5 18.5 22.5 Max Q Clear Time (g_c+I1), s 9.8 3.8 6.3 Green Ext Time (p_c), s 7.4 0.4 5.5 Intersection Summary HCM 2010 Ctrl Delay 5.4 HCM 2010 LOS A

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions with Improvements Synchro 10 Report TJKM Page 2 Queues AM Peak 1: Lucille Ln/Norse Dr & Taylor Blvd 02/24/2021

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group Flow (vph) 178 781 172 1273 242 144 300 183 v/c Ratio 0.94 0.69 0.75 1.06 0.77 0.38 0.91 0.42 Control Delay 97.6 32.7 61.9 73.7 55.8 9.2 71.9 8.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 97.6 32.7 61.9 73.7 55.8 9.2 71.9 8.7 Queue Length 50th (ft) 114 227 105 ~467 145 0 187 0 Queue Length 95th (ft) #246 296 151 #471 164 18 194 12 Internal Link Dist (ft) 1565 876 194 287 Turn Bay Length (ft) 170 110 240 Base Capacity (vph) 189 1131 250 1205 362 415 336 439 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.94 0.69 0.69 1.06 0.67 0.35 0.89 0.42 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 1 Queues AM Peak 3: Ruth Dr & Taylor Blvd 02/24/2021

Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph) 37 931 63 1442 155 165 214 v/c Ratio 0.21 0.55 0.29 0.77 0.55 0.11 0.61 Control Delay 29.5 13.4 28.8 16.8 27.3 0.1 24.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.5 13.4 28.8 16.8 27.3 0.1 24.8 Queue Length 50th (ft) 11 121 19 136 44 0 52 Queue Length 95th (ft) 37 190 56 #418 63 0 60 Internal Link Dist (ft) 1146 541 270 278 Turn Bay Length (ft) 340 290 25 Base Capacity (vph) 175 1807 229 1953 451 1548 543 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.21 0.52 0.28 0.74 0.34 0.11 0.39 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 2 Queues AM Peak 4: Contra Costa Blvd & Taylor Blvd/Sunvalley Blvd 02/24/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 179 799 281 624 1130 582 149 334 337 250 581 240 v/c Ratio 0.73 0.67 0.54 0.84 0.84 0.75 0.60 0.31 0.57 0.75 0.70 0.47 Control Delay 55.0 30.5 12.8 40.7 29.3 16.5 46.4 26.3 7.5 50.2 31.9 9.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.0 30.5 12.8 40.7 29.3 16.5 46.4 26.3 7.5 50.2 31.9 9.0 Queue Length 50th (ft) 45 132 30 151 261 110 37 50 0 62 135 13 Queue Length 95th (ft) #62 135 56 #228 #344 233 #74 74 63 #107 173 57 Internal Link Dist (ft) 412 380 690 379 Turn Bay Length (ft) 260 100 240 225 245 275 205 225 Base Capacity (vph) 245 1189 519 780 1379 795 249 1255 635 334 960 567 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.73 0.67 0.54 0.80 0.82 0.73 0.60 0.27 0.53 0.75 0.61 0.42 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 3 Queues AM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/24/2021

Lane Group EBL EBT EBR WBL WBT NBT NBR SBL SBT SBR Lane Group Flow (vph) 298 606 11 20 1185 76 54 148 146 310 v/c Ratio 0.86 0.30 0.01 0.20 0.93 0.44 0.19 0.61 0.60 0.63 Control Delay 62.8 12.8 0.0 51.4 42.8 50.3 1.5 50.4 49.8 10.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.8 12.8 0.0 51.4 42.8 50.3 1.5 50.4 49.8 10.8 Queue Length 50th (ft) 180 85 0 12 354 45 0 91 89 0 Queue Length 95th (ft) #346 168 0 33 #416 69 0 164 162 77 Internal Link Dist (ft) 839 1565 327 406 Turn Bay Length (ft) 270 190 260 50 90 Base Capacity (vph) 348 2027 931 99 1275 342 412 311 312 541 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.86 0.30 0.01 0.20 0.93 0.22 0.13 0.48 0.47 0.57 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 4 Queues PM Peak 1: Lucille Ln/Norse Dr & Taylor Blvd 02/24/2021

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group Flow (vph) 100 1078 62 855 160 140 326 144 v/c Ratio 0.67 0.86 0.55 0.79 0.57 0.39 0.83 0.32 Control Delay 61.8 33.8 59.4 31.9 40.2 9.1 51.5 7.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.8 33.8 59.4 31.9 40.2 9.1 51.5 7.6 Queue Length 50th (ft) 51 272 32 202 78 0 161 0 Queue Length 95th (ft) #139 #449 #88 288 122 35 174 11 Internal Link Dist (ft) 1565 876 194 287 Turn Bay Length (ft) 170 110 240 Base Capacity (vph) 150 1258 112 1173 451 492 414 470 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.67 0.86 0.55 0.73 0.35 0.28 0.79 0.31 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 1 Queues PM Peak 3: Ruth Dr & Taylor Blvd 02/24/2021

Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph) 40 1398 43 994 70 39 64 v/c Ratio 0.18 0.71 0.22 0.51 0.29 0.03 0.24 Control Delay 23.9 11.8 25.4 8.9 22.5 0.0 15.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.9 11.8 25.4 8.9 22.5 0.0 15.9 Queue Length 50th (ft) 9 92 10 54 16 0 9 Queue Length 95th (ft) 36 270 36 154 38 0 33 Internal Link Dist (ft) 1146 541 270 278 Turn Bay Length (ft) 340 290 25 Base Capacity (vph) 230 2140 199 2092 598 1548 639 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.17 0.65 0.22 0.48 0.12 0.03 0.10 Intersection Summary

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 2 Queues PM Peak 4: Contra Costa Blvd & Taylor Blvd/Sunvalley Blvd 02/24/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 253 846 220 374 526 390 254 929 590 411 588 163 v/c Ratio 0.70 0.77 0.44 0.88 0.63 0.66 0.59 0.63 0.94 0.90 0.56 0.28 Control Delay 46.0 34.3 8.1 58.3 31.0 13.5 38.5 26.7 42.1 58.4 26.1 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.0 34.3 8.1 58.3 31.0 13.5 38.5 26.7 42.1 58.4 26.1 5.3 Queue Length 50th (ft) 63 145 6 96 123 40 61 146 174 106 131 0 Queue Length 95th (ft) #111 189 60 #173 174 130 98 189 #388 #187 183 42 Internal Link Dist (ft) 412 380 690 379 Turn Bay Length (ft) 260 100 240 225 245 275 205 225 Base Capacity (vph) 365 1145 509 425 858 603 468 1489 629 459 1052 577 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.69 0.74 0.43 0.88 0.61 0.65 0.54 0.62 0.94 0.90 0.56 0.28 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 3 Queues PM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/24/2021

Lane Group EBL EBT EBR WBL WBT NBT NBR SBL SBT SBR Lane Group Flow (vph) 368 845 32 40 791 22 28 138 137 247 v/c Ratio 0.90 0.51 0.04 0.33 0.88 0.14 0.09 0.49 0.48 0.53 Control Delay 56.5 16.5 0.1 40.9 37.1 33.3 0.6 32.9 32.6 8.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 56.5 16.5 0.1 40.9 37.1 33.3 0.6 32.9 32.6 8.3 Queue Length 50th (ft) 156 143 0 17 157 9 0 57 57 0 Queue Length 95th (ft) #352 236 0 49 #302 27 0 110 108 51 Internal Link Dist (ft) 839 1565 327 406 Turn Bay Length (ft) 270 190 260 50 90 Base Capacity (vph) 407 1658 792 123 900 492 555 422 426 576 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.90 0.51 0.04 0.33 0.88 0.04 0.05 0.33 0.32 0.43 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background Conditions Synchro 10 Report TJKM Page 4

Peak Hour Warrant (Urban Areas)

Intersection: #2 Taylor Blvd. & Civic Dr., Pleasant Hill, CA Scenario: Background Conditions

) VPH

137

(

234

Minor Street Volume =

Major Street Volume = 2190 (2091) VPH

AM Peak Hour

PM Peak Hour

A signal IS WARRANTED in the a.m. Peak Hour A signal is NOT WARRANTED in the p.m. Peak Hour

Source: CA MUTCD 2014, Chapter 4C – Traffic Control Signal Needs Studies, Part 4 - Highway Traffic Signals, Figure 4C-3

Peak Hour Warrant (Urban Areas)

Intersection: #6 Norse Dr. & Viking Dr., Pleasant Hill, CA Scenario: Background Conditions

) VPH

146

(

290

Minor Street Volume =

Major Street Volume = 574 (447) VPH

AM Peak Hour

PM Peak Hour

A signal is NOT WARRANTED in the a.m. Peak Hour A signal is NOT WARRANTED in the p.m. Peak Hour

Source: CA MUTCD 2014, Chapter 4C – Traffic Control Signal Needs Studies, Part 4 - Highway Traffic Signals, Figure 4C-3 401 Taylor Boulevard Residential Traffic Impact Study

Appendix E – Background plus Project Conditions Intersections Level of Service Worksheets

HCM 2010 Signalized Intersection Summary AM Peak 1: Lucille Ln/Norse Dr & Taylor Blvd 02/24/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 158 620 72 129 783 210 46 124 110 129 67 119 Future Volume (veh/h) 158 620 72 129 783 210 46 124 110 129 67 119 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1845 Adj Flow Rate, veh/h 178 697 0 165 1004 269 68 182 162 198 103 183 Adj No. of Lanes 120120011011 Peak Hour Factor 0.89 0.89 0.89 0.78 0.78 0.78 0.68 0.68 0.68 0.65 0.65 0.65 Percent Heavy Veh, % 333333333333 Cap, veh/h 192 1223 0 198 964 257 81 218 248 220 114 292 Arrive On Green 0.11 0.35 0.00 0.11 0.35 0.35 0.16 0.16 0.16 0.19 0.19 0.19 Sat Flow, veh/h 1757 3597 0 1757 2737 730 495 1325 1506 1175 611 1563 Grp Volume(v), veh/h 178 697 0 165 641 632 250 0 162 301 0 183 Grp Sat Flow(s),veh/h/ln 1757 1752 0 1757 1752 1714 1820 0 1506 1786 0 1563 Q Serve(g_s), s 9.7 15.5 0.0 8.9 33.9 33.9 12.8 0.0 9.7 15.9 0.0 10.4 Cycle Q Clear(g_c), s 9.7 15.5 0.0 8.9 33.9 33.9 12.8 0.0 9.7 15.9 0.0 10.4 Prop In Lane 1.00 0.00 1.00 0.43 0.27 1.00 0.66 1.00 Lane Grp Cap(c), veh/h 192 1223 0 198 617 604 299 0 248 334 0 292 V/C Ratio(X) 0.93 0.57 0.00 0.84 1.04 1.05 0.83 0.00 0.65 0.90 0.00 0.63 Avail Cap(c_a), veh/h 192 1223 0 246 617 604 365 0 302 340 0 297 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 42.5 25.5 0.0 41.8 31.2 31.2 38.9 0.0 37.6 38.3 0.0 36.0 Incr Delay (d2), s/veh 45.1 0.6 0.0 17.9 46.7 49.2 13.1 0.0 3.7 25.7 0.0 4.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.1 7.7 0.0 5.3 24.3 24.2 7.5 0.0 4.3 10.2 0.0 4.8 LnGrp Delay(d),s/veh 87.6 26.1 0.0 59.7 77.8 80.3 52.0 0.0 41.3 63.9 0.0 40.0 LnGrp LOS F C E F F D D E D Approach Vol, veh/h 875 1438 412 484 Approach Delay, s/veh 38.6 76.8 47.8 54.9 Approach LOS D E D D Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 20.3 15.3 38.1 22.5 15.0 38.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.3 13.5 30.9 18.3 10.5 33.9 Max Q Clear Time (g_c+I1), s 14.8 10.9 17.5 17.9 11.7 35.9 Green Ext Time (p_c), s 0.9 0.1 3.7 0.1 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 59.4 HCM 2010 LOS E

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 1 HCM 2010 TWSC AM Peak 2: Taylor Blvd & Civic Dr 02/24/2021

Intersection Int Delay, s/veh 16.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 146 713 1005 333 100 134 Future Vol, veh/h 146 713 1005 333 100 134 Conflicting Peds, #/hr 2 00200 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 140 - - 90 0 0 Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 90 90 86 86 57 57 Heavy Vehicles, % 3 33333 Mvmt Flow 162 792 1169 387 175 235

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1558 0 - 0 1891 587 Stage 1 - - - - 1171 - Stage 2 - - - - 720 - Critical Hdwy 4.16 - - - 6.86 6.96 Critical Hdwy Stg 1 - - - - 5.86 - Critical Hdwy Stg 2 - - - - 5.86 - Follow-up Hdwy 2.23 - - - 3.53 3.33 Pot Cap-1 Maneuver 416 - - - ~ 61 450 Stage 1 - - - - 255 - Stage 2 - - - - 440 - Platoon blocked, % - - - Mov Cap-1 Maneuver 415 - - - ~ 37 449 Mov Cap-2 Maneuver - - - - ~ 140 - Stage 1 - - - - ~ 155 - Stage 2 - - - - 439 -

Approach EB WB SB HCM Control Delay, s 3.3 0 106.7 HCM LOS F

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 2 HCM 2010 Signalized Intersection Summary AM Peak 3: Ruth Dr & Taylor Blvd 02/24/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 752 42 55 1225 39 59 37 102 43 42 33 Future Volume (veh/h) 31 752 42 55 1225 39 59 37 102 43 42 33 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 0.97 1.00 0.97 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1900 Adj Flow Rate, veh/h 37 895 50 62 1392 44 95 60 0 78 76 60 Adj No. of Lanes 120120011010 Peak Hour Factor 0.84 0.84 0.84 0.88 0.88 0.88 0.62 0.62 0.62 0.55 0.55 0.55 Percent Heavy Veh, % 333333333333 Cap, veh/h 69 1543 86 99 1642 52 299 164 370 193 167 105 Arrive On Green 0.04 0.46 0.46 0.06 0.47 0.47 0.24 0.24 0.00 0.24 0.24 0.24 Sat Flow, veh/h 1757 3375 189 1757 3466 109 811 696 1568 433 709 445 Grp Volume(v), veh/h 37 465 480 62 703 733 155 0 0 214 0 0 Grp Sat Flow(s),veh/h/ln 1757 1752 1811 1757 1752 1823 1506 0 1568 1586 0 0 Q Serve(g_s), s 1.1 10.5 10.5 1.9 18.9 19.0 0.0 0.0 0.0 1.8 0.0 0.0 Cycle Q Clear(g_c), s 1.1 10.5 10.5 1.9 18.9 19.0 4.2 0.0 0.0 6.0 0.0 0.0 Prop In Lane 1.00 0.10 1.00 0.06 0.61 1.00 0.36 0.28 Lane Grp Cap(c), veh/h 69 801 828 99 830 864 463 0 370 465 0 0 V/C Ratio(X) 0.53 0.58 0.58 0.63 0.85 0.85 0.33 0.00 0.00 0.46 0.00 0.00 Avail Cap(c_a), veh/h 167 847 876 219 899 936 621 0 548 637 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 25.3 10.8 10.8 24.8 12.4 12.5 17.3 0.0 0.0 17.9 0.0 0.0 Incr Delay (d2), s/veh 6.2 0.9 0.9 6.4 7.1 7.0 0.4 0.0 0.0 0.7 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/ln 0.7 5.2 5.4 1.1 10.6 11.0 2.0 0.0 0.0 2.9 0.0 0.0 LnGrp Delay(d),s/veh 31.6 11.7 11.7 31.3 19.6 19.5 17.7 0.0 0.0 18.6 0.0 0.0 LnGrp LOS C B B C B B B B Approach Vol, veh/h 982 1498 155 214 Approach Delay, s/veh 12.4 20.0 17.7 18.6 Approach LOS BBBB Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 17.2 7.5 29.1 17.2 6.6 30.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.8 6.7 26.0 18.8 5.1 27.6 Max Q Clear Time (g_c+I1), s 6.2 3.9 12.5 8.0 3.1 21.0 Green Ext Time (p_c), s 0.7 0.0 4.8 0.9 0.0 4.4 Intersection Summary HCM 2010 Ctrl Delay 17.2 HCM 2010 LOS B

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 3 HCM 2010 Signalized Intersection Summary AM Peak 4: Contra Costa Blvd & Taylor Blvd/Sunvalley Blvd 02/24/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 131 585 202 549 988 512 140 314 317 210 488 203 Future Volume (veh/h) 131 585 202 549 988 512 140 314 317 210 488 203 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 182 812 0 624 1123 0 149 334 0 250 581 0 Adj No. of Lanes 2 31221231221 Peak Hour Factor 0.72 0.72 0.72 0.88 0.88 0.88 0.94 0.94 0.94 0.84 0.84 0.84 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 266 1214 378 725 1318 589 230 964 300 339 783 350 Arrive On Green 0.08 0.24 0.00 0.21 0.38 0.00 0.07 0.19 0.00 0.10 0.22 0.00 Sat Flow, veh/h 3408 5036 1568 3408 3505 1568 3408 5036 1568 3408 3505 1568 Grp Volume(v), veh/h 182 812 0 624 1123 0 149 334 0 250 581 0 Grp Sat Flow(s),veh/h/ln1704 1679 1568 1704 1752 1568 1704 1679 1568 1704 1752 1568 Q Serve(g_s), s 3.7 10.3 0.0 12.4 20.8 0.0 3.0 4.1 0.0 5.0 10.9 0.0 Cycle Q Clear(g_c), s 3.7 10.3 0.0 12.4 20.8 0.0 3.0 4.1 0.0 5.0 10.9 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 266 1214 378 725 1318 589 230 964 300 339 783 350 V/C Ratio(X) 0.68 0.67 0.00 0.86 0.85 0.00 0.65 0.35 0.00 0.74 0.74 0.00 Avail Cap(c_a), veh/h 266 1292 402 797 1446 647 271 1421 442 362 1083 485 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 31.7 24.2 0.0 26.8 20.2 0.0 32.1 24.7 0.0 30.9 25.5 0.0 Incr Delay (d2), s/veh 7.1 1.2 0.0 8.8 4.8 0.0 4.1 0.2 0.0 7.2 1.8 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/ln2.0 4.9 0.0 6.7 10.9 0.0 1.5 1.9 0.0 2.7 5.4 0.0 LnGrp Delay(d),s/veh 38.8 25.5 0.0 35.6 25.0 0.0 36.2 24.9 0.0 38.1 27.3 0.0 LnGrp LOS D C D C D C D C Approach Vol, veh/h 994 1747 483 831 Approach Delay, s/veh 27.9 28.8 28.4 30.5 Approach LOS CCCC Timer 1 2345678 Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), 11.5s 18.0 19.5 21.5 9.3 20.3 10.0 31.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax),7.5 s 19.9 16.5 18.1 5.6 21.8 5.5 29.1 Max Q Clear Time (g_c+I1),7.0 s 6.1 14.4 12.3 5.0 12.9 5.7 22.8 Green Ext Time (p_c), s 0.0 1.7 0.6 2.5 0.0 2.5 0.0 3.8 Intersection Summary HCM 2010 Ctrl Delay 28.9 HCM 2010 LOS C

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 4 HCM 2010 Signalized Intersection Summary AM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/24/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 262 530 10 16 679 260 34 18 37 256 9 279 Future Volume (veh/h) 262 530 10 16 679 260 34 18 37 256 9 279 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1900 1900 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 298 602 11 20 859 329 50 26 54 291 0 0 Adj No. of Lanes 1 21120011201 Peak Hour Factor 0.88 0.88 0.88 0.79 0.79 0.79 0.68 0.68 0.68 0.90 0.90 0.90 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 338 1980 868 39 980 374 101 52 130 395 0 176 Arrive On Green 0.19 0.57 0.57 0.02 0.39 0.39 0.09 0.09 0.09 0.11 0.00 0.00 Sat Flow, veh/h 1757 3505 1536 1757 2481 947 1175 611 1513 3514 0 1568 Grp Volume(v), veh/h 298 602 11 20 606 582 76 0 54 291 0 0 Grp Sat Flow(s),veh/h/ln1757 1752 1536 1757 1752 1676 1786 0 1513 1757 0 1568 Q Serve(g_s), s 13.8 7.6 0.3 0.9 26.8 27.0 3.4 0.0 2.8 6.7 0.0 0.0 Cycle Q Clear(g_c), s 13.8 7.6 0.3 0.9 26.8 27.0 3.4 0.0 2.8 6.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.57 0.66 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 338 1980 868 39 692 662 153 0 130 395 0 176 V/C Ratio(X) 0.88 0.30 0.01 0.51 0.88 0.88 0.50 0.00 0.42 0.74 0.00 0.00 Avail Cap(c_a), veh/h 405 2091 916 115 757 724 392 0 332 759 0 339 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 32.9 9.6 8.0 40.5 23.4 23.5 36.6 0.0 36.3 36.0 0.0 0.0 Incr Delay (d2), s/veh 17.6 0.1 0.0 10.0 10.6 11.4 2.5 0.0 2.1 2.7 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/ln8.4 3.6 0.1 0.6 15.0 14.5 1.8 0.0 1.3 3.4 0.0 0.0 LnGrp Delay(d),s/veh 50.5 9.7 8.0 50.6 34.0 34.9 39.1 0.0 38.5 38.7 0.0 0.0 LnGrp LOS D A A DCCD DD Approach Vol, veh/h 911 1208 130 291 Approach Delay, s/veh 23.0 34.7 38.8 38.7 Approach LOS CCDD Timer 1 2345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 11.7 6.4 51.9 13.9 20.6 37.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.4 5.5 50.0 18.1 19.3 36.2 Max Q Clear Time (g_c+I1), s 5.4 2.9 9.6 8.7 15.8 29.0 Green Ext Time (p_c), s 0.4 0.0 4.3 0.7 0.3 4.1 Intersection Summary HCM 2010 Ctrl Delay 31.2 HCM 2010 LOS C Notes

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 5 HCM 2010 Signalized Intersection Summary AM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/24/2021

User approved volume balancing among the lanes for turning movement.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 6 HCM 2010 AWSC AM Peak 6: Norse Dr & Viking Dr 02/24/2021

Intersection Intersection Delay, s/veh58.2 Intersection LOS F

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 247 42 77 134 57 23 37 197 218 58 14 Future Vol, veh/h 18 247 42 77 134 57 23 37 197 218 58 14 Peak Hour Factor 0.87 0.87 0.87 0.64 0.64 0.64 0.77 0.77 0.77 0.79 0.79 0.79 Heavy Vehicles, % 3 33333333333 Mvmt Flow 21 284 48 120 209 89 30 48 256 276 73 18 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 49.8 79.5 40 58.5 HCM LOS E F E F

Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 9% 6% 29% 75% Vol Thru, % 14% 80% 50% 20% Vol Right, % 77% 14% 21% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 257 307 268 290 LT Vol 23 18 77 218 Through Vol 37 247 134 58 RT Vol 197 42 57 14 Lane Flow Rate 334 353 419 367 Geometry Grp 1111 Degree of Util (X) 0.807 0.873 1.019 0.92 Departure Headway (Hd) 8.894 9.092 8.757 9.199 Convergence, Y/N Yes Yes Yes Yes Cap 411 402 419 396 Service Time 6.894 7.092 6.757 7.199 HCM Lane V/C Ratio 0.813 0.878 1 0.927 HCM Control Delay 40 49.8 79.5 58.5 HCM Lane LOS E E F F HCM 95th-tile Q 7.2 8.7 13 9.8

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 7 HCM 2010 TWSC AM Peak 7: Norse Dr & Paso Nogal Rd 02/24/2021

Approach EB WB NB HCM Control Delay, s 0 4.2 11.5 HCM LOS B

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 8 HCM 2010 AWSC AM Peak 8: Norse Dr & Civic Dr 02/24/2021

Intersection Intersection Delay, s/veh 29.9 Intersection LOS D

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 4 8 174 4 24 87 266 154 27 140 5 Future Vol, veh/h 1 4 8 174 4 24 87 266 154 27 140 5 Peak Hour Factor 0.41 0.41 0.41 0.56 0.56 0.56 0.75 0.75 0.75 0.79 0.79 0.79 Heavy Vehicles, % 333333333333 Mvmt Flow 2 10 20 311 7 43 116 355 205 34 177 6 Number of Lanes 010010110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1122 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2211 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2211 HCM Control Delay 10.6 20.6 41.2 13.2 HCM LOS B C E B

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 8% 86% 100% 0% Vol Thru, % 0% 63% 31% 2% 0% 97% Vol Right, % 0% 37% 62% 12% 0% 3% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 87 420 13 202 27 145 LT Vol 87 0 1 174 27 0 Through Vol 0 266 4 4 0 140 RT Vol 0 154 8 24 0 5 Lane Flow Rate 116 560 32 361 34 184 Geometry Grp 772277 Degree of Util (X) 0.219 0.937 0.063 0.644 0.072 0.358 Departure Headway (Hd) 6.795 6.024 7.106 6.431 7.558 7.02 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 524 599 506 555 476 516 Service Time 4.582 3.81 5.117 4.524 5.262 4.724 HCM Lane V/C Ratio 0.221 0.935 0.063 0.65 0.071 0.357 HCM Control Delay 11.5 47.3 10.6 20.6 10.8 13.6 HCM Lane LOS B E B C B B HCM 95th-tile Q 0.8 12.3 0.2 4.6 0.2 1.6

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 9 HCM 2010 TWSC AM Peak 9: Lucille Ln & Project Driveway 02/24/2021

Approach EB NB SB HCM Control Delay, s 15.2 0 0 HCM LOS C

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 10 HCM 2010 Signalized Intersection Summary PM Peak 1: Lucille Ln/Norse Dr & Taylor Blvd 02/24/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 93 932 73 64 661 83 61 66 106 155 49 89 Future Volume (veh/h) 93 932 73 64 661 83 61 66 106 155 49 89 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1845 Adj Flow Rate, veh/h 100 1002 0 74 760 95 75 81 131 250 79 144 Adj No. of Lanes 120120011011 Peak Hour Factor 0.93 0.93 0.93 0.87 0.87 0.87 0.81 0.81 0.81 0.62 0.62 0.62 Percent Heavy Veh, % 333333333333 Cap, veh/h 128 1212 0 95 1026 128 109 118 194 297 94 340 Arrive On Green 0.07 0.35 0.00 0.05 0.33 0.33 0.13 0.13 0.13 0.22 0.22 0.22 Sat Flow, veh/h 1757 3597 0 1757 3136 392 866 935 1541 1350 427 1545 Grp Volume(v), veh/h 100 1002 0 74 425 430 156 0 131 329 0 144 Grp Sat Flow(s),veh/h/ln 1757 1752 0 1757 1752 1776 1801 0 1541 1777 0 1545 Q Serve(g_s), s 4.0 18.5 0.0 2.9 15.2 15.2 5.9 0.0 5.7 12.5 0.0 5.7 Cycle Q Clear(g_c), s 4.0 18.5 0.0 2.9 15.2 15.2 5.9 0.0 5.7 12.5 0.0 5.7 Prop In Lane 1.00 0.00 1.00 0.22 0.48 1.00 0.76 1.00 Lane Grp Cap(c), veh/h 128 1212 0 95 573 581 227 0 194 391 0 340 V/C Ratio(X) 0.78 0.83 0.00 0.78 0.74 0.74 0.69 0.00 0.68 0.84 0.00 0.42 Avail Cap(c_a), veh/h 206 1412 0 132 632 640 501 0 429 465 0 404 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 32.2 21.2 0.0 33.0 21.1 21.1 29.6 0.0 29.6 26.4 0.0 23.8 Incr Delay (d2), s/veh 9.8 3.7 0.0 17.7 4.2 4.2 3.7 0.0 4.1 11.5 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 9.5 0.0 1.9 8.0 8.1 3.1 0.0 2.7 7.4 0.0 2.5 LnGrp Delay(d),s/veh 42.1 24.9 0.0 50.7 25.3 25.3 33.3 0.0 33.6 37.9 0.0 24.6 LnGrp LOS D C DCCC CD C Approach Vol, veh/h 1102 929 287 473 Approach Delay, s/veh 26.4 27.4 33.4 33.9 Approach LOS CCCC Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 13.4 8.3 29.0 20.1 9.7 27.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.7 5.3 28.5 18.5 8.3 25.5 Max Q Clear Time (g_c+I1), s 7.9 4.9 20.5 14.5 6.0 17.2 Green Ext Time (p_c), s 1.0 0.0 3.9 1.0 0.0 3.2 Intersection Summary HCM 2010 Ctrl Delay 28.7 HCM 2010 LOS C

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 1 HCM 2010 TWSC PM Peak 2: Taylor Blvd & Civic Dr 02/24/2021

Intersection Int Delay, s/veh 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 78 1106 763 147 89 48 Future Vol, veh/h 78 1106 763 147 89 48 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 140 - - 90 0 0 Veh in Median Storage, # - 0 0 - 2 - Grade, % - 0 0 - 0 - Peak Hour Factor 88 88 91 91 79 79 Heavy Vehicles, % 3 33333 Mvmt Flow 89 1257 838 162 113 61

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1000 0 - 0 1645 419 Stage 1 - - - - 838 - Stage 2 - - - - 807 - Critical Hdwy 4.16 - - - 6.86 6.96 Critical Hdwy Stg 1 - - - - 5.86 - Critical Hdwy Stg 2 - - - - 5.86 - Follow-up Hdwy 2.23 - - - 3.53 3.33 Pot Cap-1 Maneuver 682 - - - ~ 89 580 Stage 1 - - - - 382 - Stage 2 - - - - 397 - Platoon blocked, % - - - Mov Cap-1 Maneuver 682 - - - ~ 77 580 Mov Cap-2 Maneuver - - - - 252 - Stage 1 - - - - 332 - Stage 2 - - - - 397 -

Approach EB WB SB HCM Control Delay, s 0.7 0 23.9 HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 682 - - - 252 580 HCM Lane V/C Ratio 0.13 - - - 0.447 0.105 HCM Control Delay (s) 11.1 - - - 30.3 11.9 HCM Lane LOS B - - - D B HCM 95th %tile Q(veh) 0.4 - - - 2.2 0.3 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 2 HCM 2010 Signalized Intersection Summary PM Peak 3: Ruth Dr & Taylor Blvd 02/24/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 35 1185 38 36 805 30 31 18 27 20 12 19 Future Volume (veh/h) 35 1185 38 36 805 30 31 18 27 20 12 19 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 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 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1900 Adj Flow Rate, veh/h 40 1347 43 43 970 36 44 26 0 25 15 24 Adj No. of Lanes 120120011010 Peak Hour Factor 0.88 0.88 0.88 0.83 0.83 0.83 0.70 0.70 0.70 0.80 0.80 0.80 Percent Heavy Veh, % 333333333333 Cap, veh/h 78 1787 57 82 1787 66 231 101 194 169 70 73 Arrive On Green 0.04 0.52 0.52 0.05 0.52 0.52 0.12 0.12 0.00 0.12 0.12 0.12 Sat Flow, veh/h 1757 3464 110 1757 3447 128 768 817 1568 422 569 595 Grp Volume(v), veh/h 40 681 709 43 493 513 70 0 0 64 0 0 Grp Sat Flow(s),veh/h/ln 1757 1752 1822 1757 1752 1822 1586 0 1568 1586 0 0 Q Serve(g_s), s 1.0 13.2 13.3 1.0 8.1 8.1 0.1 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.0 13.2 13.3 1.0 8.1 8.1 1.5 0.0 0.0 1.5 0.0 0.0 Prop In Lane 1.00 0.06 1.00 0.07 0.63 1.00 0.39 0.37 Lane Grp Cap(c), veh/h 78 904 940 82 909 945 332 0 194 312 0 0 V/C Ratio(X) 0.52 0.75 0.75 0.52 0.54 0.54 0.21 0.00 0.00 0.20 0.00 0.00 Avail Cap(c_a), veh/h 241 1120 1165 208 1088 1131 804 0 689 795 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 20.1 8.2 8.3 20.0 6.9 6.9 17.2 0.0 0.0 17.2 0.0 0.0 Incr Delay (d2), s/veh 5.2 2.3 2.2 5.1 0.5 0.5 0.3 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/ln 0.6 6.8 7.1 0.6 4.0 4.1 0.8 0.0 0.0 0.7 0.0 0.0 LnGrp Delay(d),s/veh 25.3 10.5 10.5 25.1 7.4 7.4 17.5 0.0 0.0 17.5 0.0 0.0 LnGrp LOS C B B C A A B B Approach Vol, veh/h 1430 1049 70 64 Approach Delay, s/veh 10.9 8.2 17.5 17.5 Approach LOS BABB Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 9.8 6.5 26.7 9.8 6.4 26.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.9 5.1 27.5 18.9 5.9 26.7 Max Q Clear Time (g_c+I1), s 3.5 3.0 15.3 3.5 3.0 10.1 Green Ext Time (p_c), s 0.2 0.0 6.9 0.2 0.0 5.7 Intersection Summary HCM 2010 Ctrl Delay 10.1 HCM 2010 LOS B

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 3 HCM 2010 Signalized Intersection Summary PM Peak 4: Contra Costa Blvd & Taylor Blvd/Sunvalley Blvd 02/24/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 239 786 208 352 501 367 230 836 531 390 559 157 Future Volume (veh/h) 239 786 208 352 501 367 230 836 531 390 559 157 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 254 836 0 374 533 0 256 929 0 411 588 0 Adj No. of Lanes 2 31221231221 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.90 0.90 0.90 0.95 0.95 0.95 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 345 1087 338 459 874 391 354 1279 398 496 1036 463 Arrive On Green 0.10 0.22 0.00 0.13 0.25 0.00 0.10 0.25 0.00 0.15 0.30 0.00 Sat Flow, veh/h 3408 5036 1568 3408 3505 1568 3408 5036 1568 3408 3505 1568 Grp Volume(v), veh/h 254 836 0 374 533 0 256 929 0 411 588 0 Grp Sat Flow(s),veh/h/ln1704 1679 1568 1704 1752 1568 1704 1679 1568 1704 1752 1568 Q Serve(g_s), s 5.2 11.2 0.0 7.7 9.7 0.0 5.2 12.2 0.0 8.4 10.2 0.0 Cycle Q Clear(g_c), s 5.2 11.2 0.0 7.7 9.7 0.0 5.2 12.2 0.0 8.4 10.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 345 1087 338 459 874 391 354 1279 398 496 1036 463 V/C Ratio(X) 0.74 0.77 0.00 0.81 0.61 0.00 0.72 0.73 0.00 0.83 0.57 0.00 Avail Cap(c_a), veh/h 402 1258 392 468 944 422 516 1636 509 506 1129 505 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 31.5 26.6 0.0 30.3 23.9 0.0 31.3 24.6 0.0 29.9 21.5 0.0 Incr Delay (d2), s/veh 5.9 2.6 0.0 10.4 1.0 0.0 2.8 1.2 0.0 10.8 0.6 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/ln2.7 5.4 0.0 4.2 4.8 0.0 2.6 5.7 0.0 4.7 5.0 0.0 LnGrp Delay(d),s/veh 37.4 29.1 0.0 40.7 24.9 0.0 34.1 25.8 0.0 40.7 22.0 0.0 LnGrp LOS D C D C C C D C Approach Vol, veh/h 1090 907 1185 999 Approach Delay, s/veh 31.0 31.4 27.6 29.7 Approach LOS CCCC Timer 1 2345678 Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), 15.0s 22.8 14.2 20.0 12.0 25.8 11.8 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax),10.7 s 23.4 9.9 18.0 10.9 23.2 8.5 19.4 Max Q Clear Time (g_c+I1),10.4 s 14.2 9.7 13.2 7.2 12.2 7.2 11.7 Green Ext Time (p_c), s 0.0 4.1 0.0 2.2 0.3 2.9 0.1 2.1 Intersection Summary HCM 2010 Ctrl Delay 29.8 HCM 2010 LOS C

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 4 HCM 2010 Signalized Intersection Summary PM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/24/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 357 822 31 39 515 248 10 7 22 224 18 217 Future Volume (veh/h) 357 822 31 39 515 248 10 7 22 224 18 217 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1900 1900 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 368 847 32 40 531 256 12 9 28 269 0 0 Adj No. of Lanes 1 21120011201 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.80 0.80 0.80 0.88 0.88 0.88 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 417 1637 730 70 619 298 87 65 132 423 0 189 Arrive On Green 0.24 0.47 0.47 0.04 0.27 0.27 0.09 0.09 0.09 0.12 0.00 0.00 Sat Flow, veh/h 1757 3505 1563 1757 2295 1103 1025 769 1551 3514 0 1568 Grp Volume(v), veh/h 368 847 32 40 405 382 21 0 28 269 0 0 Grp Sat Flow(s),veh/h/ln1757 1752 1563 1757 1752 1646 1793 0 1551 1757 0 1568 Q Serve(g_s), s 12.7 10.6 0.7 1.4 13.8 13.8 0.7 0.0 1.1 4.6 0.0 0.0 Cycle Q Clear(g_c), s 12.7 10.6 0.7 1.4 13.8 13.8 0.7 0.0 1.1 4.6 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.67 0.57 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 417 1637 730 70 473 444 153 0 132 423 0 189 V/C Ratio(X) 0.88 0.52 0.04 0.57 0.86 0.86 0.14 0.00 0.21 0.64 0.00 0.00 Avail Cap(c_a), veh/h 462 1649 735 140 503 473 558 0 483 1009 0 450 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 23.1 11.7 9.1 29.6 21.7 21.8 26.5 0.0 26.7 26.3 0.0 0.0 Incr Delay (d2), s/veh 16.7 0.3 0.0 7.0 13.1 14.2 0.4 0.0 0.8 1.6 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/ln8.1 5.1 0.3 0.8 8.4 8.0 0.4 0.0 0.5 2.3 0.0 0.0 LnGrp Delay(d),s/veh 39.8 12.0 9.1 36.6 34.9 36.0 26.9 0.0 27.5 27.8 0.0 0.0 LnGrp LOS D B A DCDC CC Approach Vol, veh/h 1247 827 49 269 Approach Delay, s/veh 20.1 35.5 27.3 27.8 Approach LOS CDCC Timer 1 2345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 9.8 7.0 33.8 12.1 19.4 21.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 5.0 29.5 18.0 16.5 18.0 Max Q Clear Time (g_c+I1), s 3.1 3.4 12.6 6.6 14.7 15.8 Green Ext Time (p_c), s 0.1 0.0 5.3 0.7 0.2 1.0 Intersection Summary HCM 2010 Ctrl Delay 26.5 HCM 2010 LOS C Notes

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 5 HCM 2010 Signalized Intersection Summary PM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/24/2021

User approved volume balancing among the lanes for turning movement.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 6 HCM 2010 AWSC PM Peak 6: Norse Dr & Viking Dr 02/24/2021

Intersection Intersection Delay, s/veh12.2 Intersection LOS B

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 62 127 37 64 110 49 23 110 78 48 74 24 Future Vol, veh/h 62 127 37 64 110 49 23 110 78 48 74 24 Peak Hour Factor 0.88 0.88 0.88 0.76 0.76 0.76 0.88 0.88 0.88 0.89 0.89 0.89 Heavy Vehicles, % 3 33333333333 Mvmt Flow 70 144 42 84 145 64 26 125 89 54 83 27 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 12.3 12.9 12 11.1 HCM LOS B B B B

Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 11% 27% 29% 33% Vol Thru, % 52% 56% 49% 51% Vol Right, % 37% 16% 22% 16% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 211 226 223 146 LT Vol 23 62 64 48 Through Vol 110 127 110 74 RT Vol 78 37 49 24 Lane Flow Rate 240 257 293 164 Geometry Grp 1111 Degree of Util (X) 0.372 0.397 0.447 0.268 Departure Headway (Hd) 5.582 5.57 5.481 5.887 Convergence, Y/N Yes Yes Yes Yes Cap 640 642 654 607 Service Time 3.648 3.633 3.541 3.96 HCM Lane V/C Ratio 0.375 0.4 0.448 0.27 HCM Control Delay 12 12.3 12.9 11.1 HCM Lane LOS BBBB HCM 95th-tile Q 1.7 1.9 2.3 1.1

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 7 HCM 2010 TWSC PM Peak 7: Norse Dr & Paso Nogal Rd 02/24/2021

Approach EB WB NB HCM Control Delay, s 0 2.9 12.2 HCM LOS B

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 8 HCM 2010 AWSC PM Peak 8: Norse Dr & Civic Dr 02/24/2021

Intersection Intersection Delay, s/veh 10.6 Intersection LOS B

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 1 110 62 0 34 4 188 40 32 135 2 Future Vol, veh/h 14 1 110 62 0 34 4 188 40 32 135 2 Peak Hour Factor 0.69 0.69 0.69 0.89 0.89 0.89 0.88 0.88 0.88 0.74 0.74 0.74 Heavy Vehicles, % 333333333333 Mvmt Flow 20 1 159 70 0 38 5 214 45 43 182 3 Number of Lanes 010010110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1122 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2211 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2211 HCM Control Delay 9.7 9.6 11.8 10.5 HCM LOS AABB

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 11% 65% 100% 0% Vol Thru, % 0% 82% 1% 0% 0% 99% Vol Right, % 0% 18% 88% 35% 0% 1% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 4 228 125 96 32 137 LT Vol 4 0 14 62 32 0 Through Vol 0 188 1 0 0 135 RT Vol 0 40 110 34 0 2 Lane Flow Rate 5 259 181 108 43 185 Geometry Grp 772277 Degree of Util (X) 0.008 0.396 0.251 0.165 0.074 0.291 Departure Headway (Hd) 6.135 5.505 4.994 5.499 6.167 5.651 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 584 655 723 653 582 637 Service Time 3.862 3.232 2.994 3.534 3.896 3.379 HCM Lane V/C Ratio 0.009 0.395 0.25 0.165 0.074 0.29 HCM Control Delay 8.9 11.8 9.7 9.6 9.4 10.7 HCM Lane LOS ABAAAB HCM 95th-tile Q 0 1.9 1 0.6 0.2 1.2

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 9 HCM 2010 TWSC PM Peak 9: Lucille Ln & Project Driveway 02/24/2021

Approach EB NB SB HCM Control Delay, s 11.8 0.1 0 HCM LOS B

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 10 HCM 2010 Signalized Intersection Summary AM Peak 2: Taylor Blvd & Civic Dr 02/25/2021

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 146 713 1005 333 100 134 Future Volume (veh/h) 146 713 1005 333 100 134 Number 7 4 8 18 1 16 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 162 792 1169 387 175 235 Adj No. of Lanes 122111 Peak Hour Factor 0.90 0.90 0.86 0.86 0.57 0.57 Percent Heavy Veh, % 333333 Cap, veh/h 279 2348 2348 1049 331 295 Arrive On Green 0.67 0.67 0.67 0.67 0.19 0.19 Sat Flow, veh/h 327 3597 3597 1566 1757 1568 Grp Volume(v), veh/h 162 792 1169 387 175 235 Grp Sat Flow(s),veh/h/ln 327 1752 1752 1566 1757 1568 Q Serve(g_s), s 30.9 6.1 10.5 6.9 5.7 9.1 Cycle Q Clear(g_c), s 41.3 6.1 10.5 6.9 5.7 9.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 279 2348 2348 1049 331 295 V/C Ratio(X) 0.58 0.34 0.50 0.37 0.53 0.80 Avail Cap(c_a), veh/h 279 2348 2348 1049 512 457 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.4 4.5 5.2 4.6 23.2 24.6 Incr Delay (d2), s/veh 3.0 0.1 0.2 0.2 1.3 5.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 2.9 5.1 3.0 2.9 4.4 LnGrp Delay(d),s/veh 18.5 4.5 5.3 4.8 24.5 30.0 LnGrp LOS BAAACC Approach Vol, veh/h 954 1556 410 Approach Delay, s/veh 6.9 5.2 27.6 Approach LOS A A C Timer 12345678 Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 47.0 16.4 47.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 42.5 18.5 42.5 Max Q Clear Time (g_c+I1), s 43.3 11.1 12.5 Green Ext Time (p_c), s 0.0 0.9 11.6 Intersection Summary HCM 2010 Ctrl Delay 8.9 HCM 2010 LOS A

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions with Improvements Synchro 10 Report TJKM Page 2 HCM 2010 Signalized Intersection Summary PM Peak 2: Taylor Blvd & Civic Dr 02/25/2021

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 78 1106 763 147 89 48 Future Volume (veh/h) 78 1106 763 147 89 48 Number 7 4 8 18 1 16 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 89 1257 838 162 113 61 Adj No. of Lanes 122111 Peak Hour Factor 0.88 0.88 0.91 0.91 0.79 0.79 Percent Heavy Veh, % 333333 Cap, veh/h 459 1936 1936 866 281 251 Arrive On Green 0.55 0.55 0.55 0.55 0.16 0.16 Sat Flow, veh/h 556 3597 3597 1568 1757 1568 Grp Volume(v), veh/h 89 1257 838 162 113 61 Grp Sat Flow(s),veh/h/ln 556 1752 1752 1568 1757 1568 Q Serve(g_s), s 3.5 7.8 4.4 1.6 1.8 1.1 Cycle Q Clear(g_c), s 7.9 7.8 4.4 1.6 1.8 1.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 459 1936 1936 866 281 251 V/C Ratio(X) 0.19 0.65 0.43 0.19 0.40 0.24 Avail Cap(c_a), veh/h 552 2521 2521 1128 1039 927 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.4 4.9 4.1 3.5 11.8 11.5 Incr Delay (d2), s/veh 0.2 0.4 0.2 0.1 0.9 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 3.8 2.1 0.7 1.0 0.5 LnGrp Delay(d),s/veh 6.6 5.3 4.3 3.6 12.7 12.0 LnGrp LOS AAAABB Approach Vol, veh/h 1346 1000 174 Approach Delay, s/veh 5.3 4.2 12.5 Approach LOS A A B Timer 12345678 Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 21.8 9.5 21.8 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 22.5 18.5 22.5 Max Q Clear Time (g_c+I1), s 9.9 3.8 6.4 Green Ext Time (p_c), s 7.4 0.4 5.5 Intersection Summary HCM 2010 Ctrl Delay 5.4 HCM 2010 LOS A

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions with Improvements Synchro 10 Report TJKM Page 2 Queues AM Peak 1: Lucille Ln/Norse Dr & Taylor Blvd 02/24/2021

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group Flow (vph) 178 778 165 1273 250 162 301 183 v/c Ratio 0.95 0.68 0.74 1.06 0.79 0.41 0.91 0.42 Control Delay 98.7 32.3 62.1 75.1 56.7 9.0 72.9 8.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 98.7 32.3 62.1 75.1 56.7 9.0 72.9 8.7 Queue Length 50th (ft) 114 226 101 ~472 150 0 189 0 Queue Length 95th (ft) #246 292 147 #471 169 18 195 12 Internal Link Dist (ft) 1565 876 194 287 Turn Bay Length (ft) 170 110 240 Base Capacity (vph) 188 1139 242 1200 360 429 335 438 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.95 0.68 0.68 1.06 0.69 0.38 0.90 0.42 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 1 Queues AM Peak 3: Ruth Dr & Taylor Blvd 02/24/2021

Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph) 37 945 63 1436 155 165 214 v/c Ratio 0.21 0.56 0.29 0.77 0.55 0.11 0.61 Control Delay 29.5 13.5 28.8 16.7 27.3 0.1 24.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.5 13.5 28.8 16.7 27.3 0.1 24.8 Queue Length 50th (ft) 11 124 19 136 44 0 52 Queue Length 95th (ft) 37 194 56 #417 63 0 60 Internal Link Dist (ft) 1146 541 270 278 Turn Bay Length (ft) 340 290 25 Base Capacity (vph) 175 1800 229 1952 453 1548 545 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.21 0.53 0.28 0.74 0.34 0.11 0.39 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 2 Queues AM Peak 4: Contra Costa Blvd & Taylor Blvd/Sunvalley Blvd 02/24/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 182 813 281 624 1123 582 149 334 337 250 581 242 v/c Ratio 0.74 0.68 0.54 0.86 0.85 0.75 0.59 0.31 0.57 0.74 0.69 0.46 Control Delay 55.5 30.5 12.7 43.9 30.4 16.9 46.1 25.7 7.3 49.7 30.9 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.5 30.5 12.7 43.9 30.4 16.9 46.1 25.7 7.3 49.7 30.9 8.8 Queue Length 50th (ft) 45 132 30 151 257 106 37 49 0 61 132 14 Queue Length 95th (ft) #63 137 56 #240 #376 235 #74 73 62 #107 170 57 Internal Link Dist (ft) 412 380 690 379 Turn Bay Length (ft) 260 100 240 225 245 275 205 225 Base Capacity (vph) 246 1202 523 740 1344 786 251 1321 651 336 1007 585 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.74 0.68 0.54 0.84 0.84 0.74 0.59 0.25 0.52 0.74 0.58 0.41 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 3 Queues AM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/24/2021

Lane Group EBL EBT EBR WBL WBT NBT NBR SBL SBT SBR Lane Group Flow (vph) 298 602 11 20 1188 76 54 148 146 310 v/c Ratio 0.86 0.30 0.01 0.20 0.93 0.44 0.19 0.61 0.60 0.63 Control Delay 63.2 12.8 0.0 51.6 42.7 50.4 1.5 50.6 50.0 10.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.2 12.8 0.0 51.6 42.7 50.4 1.5 50.6 50.0 10.9 Queue Length 50th (ft) 181 84 0 12 355 45 0 91 90 0 Queue Length 95th (ft) #347 167 0 34 #418 69 0 165 162 77 Internal Link Dist (ft) 839 1565 327 406 Turn Bay Length (ft) 270 190 260 50 90 Base Capacity (vph) 348 2030 932 99 1279 338 408 310 312 540 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.86 0.30 0.01 0.20 0.93 0.22 0.13 0.48 0.47 0.57 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 4 Queues PM Peak 1: Lucille Ln/Norse Dr & Taylor Blvd 02/24/2021

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group Flow (vph) 100 1080 74 855 156 131 329 144 v/c Ratio 0.57 0.87 0.63 0.75 0.56 0.37 0.83 0.32 Control Delay 51.2 35.0 64.0 30.7 40.0 9.2 51.1 7.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.2 35.0 64.0 30.7 40.0 9.2 51.1 7.6 Queue Length 50th (ft) 50 273 38 208 76 0 163 0 Queue Length 95th (ft) #122 #449 #107 #300 119 34 176 10 Internal Link Dist (ft) 1565 876 194 287 Turn Bay Length (ft) 170 110 240 Base Capacity (vph) 186 1270 118 1135 454 487 420 475 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.54 0.85 0.63 0.75 0.34 0.27 0.78 0.30 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 1 Queues PM Peak 3: Ruth Dr & Taylor Blvd 02/24/2021

Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph) 40 1390 43 1006 70 39 64 v/c Ratio 0.18 0.71 0.21 0.52 0.29 0.03 0.24 Control Delay 23.8 11.8 25.3 9.0 22.4 0.0 15.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.8 11.8 25.3 9.0 22.4 0.0 15.9 Queue Length 50th (ft) 9 91 10 55 16 0 9 Queue Length 95th (ft) 36 268 36 156 38 0 33 Internal Link Dist (ft) 1146 541 270 278 Turn Bay Length (ft) 340 290 25 Base Capacity (vph) 231 2153 200 2104 602 1548 643 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.17 0.65 0.21 0.48 0.12 0.03 0.10 Intersection Summary

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 2 Queues PM Peak 4: Contra Costa Blvd & Taylor Blvd/Sunvalley Blvd 02/24/2021

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 254 836 221 374 533 390 256 929 590 411 588 165 v/c Ratio 0.70 0.76 0.44 0.88 0.64 0.66 0.59 0.63 0.94 0.90 0.56 0.29 Control Delay 46.1 34.0 7.9 58.2 31.2 13.5 38.6 26.7 42.1 58.4 26.1 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.1 34.0 7.9 58.2 31.2 13.5 38.6 26.7 42.1 58.4 26.1 5.3 Queue Length 50th (ft) 64 142 4 96 125 40 62 146 174 106 131 0 Queue Length 95th (ft) #112 186 59 #173 177 130 99 189 #388 #187 183 42 Internal Link Dist (ft) 412 380 690 379 Turn Bay Length (ft) 260 100 240 225 245 275 205 225 Base Capacity (vph) 365 1145 512 425 859 603 468 1489 629 459 1052 578 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.70 0.73 0.43 0.88 0.62 0.65 0.55 0.62 0.94 0.90 0.56 0.29 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 3 Queues PM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/24/2021

Lane Group EBL EBT EBR WBL WBT NBT NBR SBL SBT SBR Lane Group Flow (vph) 368 847 32 40 787 22 28 138 137 247 v/c Ratio 0.90 0.51 0.04 0.33 0.87 0.14 0.09 0.49 0.48 0.53 Control Delay 56.5 16.5 0.1 40.9 36.6 33.3 0.6 32.9 32.6 8.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 56.5 16.5 0.1 40.9 36.6 33.3 0.6 32.9 32.6 8.3 Queue Length 50th (ft) 156 144 0 17 156 9 0 57 57 0 Queue Length 95th (ft) #352 236 0 49 #300 27 0 110 108 51 Internal Link Dist (ft) 839 1565 327 406 Turn Bay Length (ft) 270 190 260 50 90 Base Capacity (vph) 407 1658 792 123 901 492 555 422 426 576 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.90 0.51 0.04 0.33 0.87 0.04 0.05 0.33 0.32 0.43 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Background plus Project Conditions Synchro 10 Report TJKM Page 4

Peak Hour Warrant (Urban Areas)

Intersection: #2 Taylor Blvd. & Civic Dr., Pleasant Hill, CA Scenario: Background plus Project Conditions

) VPH

137

(

234

Minor Street Volume =

Major Street Volume = 2197 (2094) VPH

AM Peak Hour

PM Peak Hour

A signal IS WARRANTED in the a.m. Peak Hour A signal is NOT WARRANTED in the p.m. Peak Hour

Source: CA MUTCD 2014, Chapter 4C – Traffic Control Signal Needs Studies, Part 4 - Highway Traffic Signals, Figure 4C-3

Peak Hour Warrant (Urban Areas)

Intersection: #6 Norse Dr. & Viking Dr., Pleasant Hill, CA Scenario: Background plus Project Conditions

) VPH

146

(

290

Minor Street Volume =

Major Street Volume = 575 (449) VPH

AM Peak Hour

PM Peak Hour

A signal is NOT WARRANTED in the a.m. Peak Hour A signal is NOT WARRANTED in the p.m. Peak Hour

Source: CA MUTCD 2014, Chapter 4C – Traffic Control Signal Needs Studies, Part 4 - Highway Traffic Signals, Figure 4C-3 401 Taylor Boulevard Residential Traffic Impact Study

Appendix F – Cumulative Conditions Intersections Level of Service Worksheets

HCM 2010 Signalized Intersection Summary AM Peak 1: Lucille Ln/Norse Dr & Taylor Blvd 02/25/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 164 649 79 142 823 222 46 129 104 137 70 125 Future Volume (veh/h) 164 649 79 142 823 222 46 129 104 137 70 125 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1845 Adj Flow Rate, veh/h 184 729 0 182 1055 285 68 190 153 211 108 192 Adj No. of Lanes 120120011011 Peak Hour Factor 0.89 0.89 0.89 0.78 0.78 0.78 0.68 0.68 0.68 0.65 0.65 0.65 Percent Heavy Veh, % 333333333333 Cap, veh/h 199 1288 0 212 1024 275 77 216 242 219 112 289 Arrive On Green 0.11 0.37 0.00 0.12 0.37 0.37 0.16 0.16 0.16 0.19 0.19 0.19 Sat Flow, veh/h 1757 3597 0 1757 2733 733 480 1341 1505 1181 605 1563 Grp Volume(v), veh/h 184 729 0 182 674 666 258 0 153 319 0 192 Grp Sat Flow(s),veh/h/ln 1757 1752 0 1757 1752 1714 1821 0 1505 1786 0 1563 Q Serve(g_s), s 11.3 18.0 0.0 11.0 40.7 40.7 15.0 0.0 10.3 19.2 0.0 12.4 Cycle Q Clear(g_c), s 11.3 18.0 0.0 11.0 40.7 40.7 15.0 0.0 10.3 19.2 0.0 12.4 Prop In Lane 1.00 0.00 1.00 0.43 0.26 1.00 0.66 1.00 Lane Grp Cap(c), veh/h 199 1288 0 212 657 642 293 0 242 330 0 289 V/C Ratio(X) 0.92 0.57 0.00 0.86 1.03 1.04 0.88 0.00 0.63 0.97 0.00 0.66 Avail Cap(c_a), veh/h 199 1288 0 254 657 642 317 0 262 330 0 289 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 47.7 27.4 0.0 46.8 33.9 33.9 44.5 0.0 42.5 43.9 0.0 41.1 Incr Delay (d2), s/veh 43.1 0.6 0.0 21.5 42.0 45.4 22.4 0.0 4.3 40.1 0.0 5.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.9 8.8 0.0 6.6 27.2 27.2 9.4 0.0 4.6 13.2 0.0 5.8 LnGrp Delay(d),s/veh 90.8 28.0 0.0 68.3 75.9 79.3 67.0 0.0 46.8 84.0 0.0 46.7 LnGrp LOS F C E F F E D F D Approach Vol, veh/h 913 1522 411 511 Approach Delay, s/veh 40.7 76.5 59.5 70.0 Approach LOS D E E E Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 22.0 17.6 44.4 24.6 16.8 45.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.9 15.7 37.3 20.1 12.3 40.7 Max Q Clear Time (g_c+I1), s 17.0 13.0 20.0 21.2 13.3 42.7 Green Ext Time (p_c), s 0.4 0.1 4.4 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 63.7 HCM 2010 LOS E

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative Conditions Synchro 10 Report TJKM Page 1 HCM 2010 Signalized Intersection Summary AM Peak 2: Taylor Blvd & Civic Dr 02/25/2021

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 155 734 1064 352 106 142 Future Volume (veh/h) 155 734 1064 352 106 142 Number 7 4 8 18 1 16 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 172 816 1237 409 186 249 Adj No. of Lanes 1 22111 Peak Hour Factor 0.90 0.90 0.86 0.86 0.57 0.57 Percent Heavy Veh, % 3 33333 Cap, veh/h 252 2427 2427 1084 332 296 Arrive On Green 0.69 0.69 0.69 0.69 0.19 0.19 Sat Flow, veh/h 300 3597 3597 1566 1757 1568 Grp Volume(v), veh/h 172 816 1237 409 186 249 Grp Sat Flow(s),veh/h/ln 300 1752 1752 1566 1757 1568 Q Serve(g_s), s 39.8 7.1 12.7 8.2 7.3 11.6 Cycle Q Clear(g_c), s 52.5 7.1 12.7 8.2 7.3 11.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 252 2427 2427 1084 332 296 V/C Ratio(X) 0.68 0.34 0.51 0.38 0.56 0.84 Avail Cap(c_a), veh/h 252 2427 2427 1084 429 383 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.7 4.7 5.5 4.9 27.9 29.7 Incr Delay (d2), s/veh 7.3 0.1 0.2 0.2 1.5 12.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.0 3.4 6.1 3.6 3.7 6.0 LnGrp Delay(d),s/veh 27.0 4.8 5.7 5.1 29.4 42.1 LnGrp LOS C A A A C D Approach Vol, veh/h 988 1646 435 Approach Delay, s/veh 8.6 5.6 36.6 Approach LOS A A D Timer 1 2345678 Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 57.0 18.8 57.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 52.5 18.5 52.5 Max Q Clear Time (g_c+I1), s 54.5 13.6 14.7 Green Ext Time (p_c), s 0.0 0.7 13.7 Intersection Summary HCM 2010 Ctrl Delay 11.0 HCM 2010 LOS B

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative Conditions Synchro 10 Report TJKM Page 2 HCM 2010 Signalized Intersection Summary AM Peak 3: Ruth Dr & Taylor Blvd 02/25/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 33 776 44 58 1296 41 62 39 108 46 44 35 Future Volume (veh/h) 33 776 44 58 1296 41 62 39 108 46 44 35 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 0.97 1.00 0.97 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1900 Adj Flow Rate, veh/h 39 924 52 66 1473 47 100 63 0 84 80 64 Adj No. of Lanes 1 20120011010 Peak Hour Factor 0.84 0.84 0.84 0.88 0.88 0.88 0.62 0.62 0.62 0.55 0.55 0.55 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 70 1641 92 98 1741 55 278 152 359 189 158 103 Arrive On Green 0.04 0.49 0.49 0.06 0.50 0.50 0.23 0.23 0.00 0.23 0.23 0.23 Sat Flow, veh/h 1757 3374 190 1757 3465 110 784 665 1568 462 691 450 Grp Volume(v), veh/h 39 480 496 66 744 776 163 0 0 228 0 0 Grp Sat Flow(s),veh/h/ln1757 1752 1811 1757 1752 1823 1449 0 1568 1604 0 0 Q Serve(g_s), s 1.3 11.4 11.4 2.2 21.7 21.8 0.0 0.0 0.0 1.6 0.0 0.0 Cycle Q Clear(g_c), s 1.3 11.4 11.4 2.2 21.7 21.8 5.4 0.0 0.0 7.1 0.0 0.0 Prop In Lane 1.00 0.10 1.00 0.06 0.61 1.00 0.37 0.28 Lane Grp Cap(c), veh/h 70 852 881 98 880 916 431 0 359 451 0 0 V/C Ratio(X) 0.55 0.56 0.56 0.67 0.84 0.85 0.38 0.00 0.00 0.51 0.00 0.00 Avail Cap(c_a), veh/h 152 908 938 208 964 1003 556 0 502 587 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 27.8 10.7 10.7 27.4 12.7 12.7 19.5 0.0 0.0 20.2 0.0 0.0 Incr Delay (d2), s/veh 6.7 0.7 0.7 7.7 6.5 6.5 0.5 0.0 0.0 0.9 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/ln0.8 5.6 5.8 1.3 11.9 12.4 2.3 0.0 0.0 3.4 0.0 0.0 LnGrp Delay(d),s/veh 34.5 11.4 11.4 35.0 19.2 19.2 20.1 0.0 0.0 21.1 0.0 0.0 LnGrp LOS C B B D B B C C Approach Vol, veh/h 1015 1586 163 228 Approach Delay, s/veh 12.3 19.9 20.1 21.1 Approach LOS B B C C Timer 1 2345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 18.0 7.8 33.2 18.0 6.9 34.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.9 7.0 30.6 18.9 5.1 32.5 Max Q Clear Time (g_c+I1), s 7.4 4.2 13.4 9.1 3.3 23.8 Green Ext Time (p_c), s 0.7 0.0 5.6 0.9 0.0 5.9 Intersection Summary HCM 2010 Ctrl Delay 17.4 HCM 2010 LOS B

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative Conditions Synchro 10 Report TJKM Page 3 HCM 2010 Signalized Intersection Summary AM Peak 4: Contra Costa Blvd & Taylor Blvd/Sunvalley Blvd 02/25/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 122 603 212 573 1051 538 144 289 320 219 493 204 Future Volume (veh/h) 122 603 212 573 1051 538 144 289 320 219 493 204 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 169 838 0 651 1194 0 153 307 0 261 587 0 Adj No. of Lanes 2 31221231221 Peak Hour Factor 0.72 0.72 0.72 0.88 0.88 0.88 0.94 0.94 0.94 0.84 0.84 0.84 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 250 1220 380 751 1364 610 233 942 293 347 772 346 Arrive On Green 0.07 0.24 0.00 0.22 0.39 0.00 0.07 0.19 0.00 0.10 0.22 0.00 Sat Flow, veh/h 3408 5036 1568 3408 3505 1568 3408 5036 1568 3408 3505 1568 Grp Volume(v), veh/h 169 838 0 651 1194 0 153 307 0 261 587 0 Grp Sat Flow(s),veh/h/ln1704 1679 1568 1704 1752 1568 1704 1679 1568 1704 1752 1568 Q Serve(g_s), s 3.5 11.0 0.0 13.3 22.9 0.0 3.2 3.8 0.0 5.4 11.4 0.0 Cycle Q Clear(g_c), s 3.5 11.0 0.0 13.3 22.9 0.0 3.2 3.8 0.0 5.4 11.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 250 1220 380 751 1364 610 233 942 293 347 772 346 V/C Ratio(X) 0.68 0.69 0.00 0.87 0.88 0.00 0.66 0.33 0.00 0.75 0.76 0.00 Avail Cap(c_a), veh/h 259 1252 390 824 1452 650 268 1321 411 353 1007 450 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 32.7 24.9 0.0 27.2 20.5 0.0 32.9 25.5 0.0 31.6 26.4 0.0 Incr Delay (d2), s/veh 6.5 1.5 0.0 9.1 6.0 0.0 4.7 0.2 0.0 8.7 2.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.9 5.2 0.0 7.2 12.1 0.0 1.6 1.8 0.0 3.0 5.7 0.0 LnGrp Delay(d),s/veh 39.2 26.5 0.0 36.3 26.5 0.0 37.6 25.7 0.0 40.3 28.9 0.0 LnGrp LOS D C D C D C D C Approach Vol, veh/h 1007 1845 460 848 Approach Delay, s/veh 28.6 30.0 29.6 32.4 Approach LOS CCCC Timer 1 2345678 Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), 11.9s 18.0 20.5 22.0 9.5 20.5 9.8 32.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax),7.5 s 19.0 17.5 18.0 5.7 20.8 5.5 30.0 Max Q Clear Time (g_c+I1),7.4 s 5.8 15.3 13.0 5.2 13.4 5.5 24.9 Green Ext Time (p_c), s 0.0 1.5 0.6 2.3 0.0 2.2 0.0 3.3 Intersection Summary HCM 2010 Ctrl Delay 30.1 HCM 2010 LOS C

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative Conditions Synchro 10 Report TJKM Page 4 HCM 2010 Signalized Intersection Summary AM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/25/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 277 561 10 16 714 275 32 18 34 271 10 295 Future Volume (veh/h) 277 561 10 16 714 275 32 18 34 271 10 295 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1900 1900 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 315 638 11 20 904 348 47 26 50 309 0 0 Adj No. of Lanes 1 21120011201 Peak Hour Factor 0.88 0.88 0.88 0.79 0.79 0.79 0.68 0.68 0.68 0.90 0.90 0.90 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 351 2016 883 39 985 377 95 52 124 408 0 182 Arrive On Green 0.20 0.58 0.58 0.02 0.40 0.40 0.08 0.08 0.08 0.12 0.00 0.00 Sat Flow, veh/h 1757 3505 1536 1757 2479 949 1151 637 1511 3514 0 1568 Grp Volume(v), veh/h 315 638 11 20 638 614 73 0 50 309 0 0 Grp Sat Flow(s),veh/h/ln1757 1752 1536 1757 1752 1675 1787 0 1511 1757 0 1568 Q Serve(g_s), s 15.4 8.3 0.3 1.0 30.3 30.7 3.4 0.0 2.8 7.5 0.0 0.0 Cycle Q Clear(g_c), s 15.4 8.3 0.3 1.0 30.3 30.7 3.4 0.0 2.8 7.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.57 0.64 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 351 2016 883 39 697 666 147 0 124 408 0 182 V/C Ratio(X) 0.90 0.32 0.01 0.52 0.92 0.92 0.50 0.00 0.40 0.76 0.00 0.00 Avail Cap(c_a), veh/h 385 2016 883 110 718 687 375 0 317 722 0 322 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 34.4 9.7 8.0 42.6 25.1 25.2 38.7 0.0 38.3 37.7 0.0 0.0 Incr Delay (d2), s/veh 21.9 0.1 0.0 10.3 16.2 17.8 2.6 0.0 2.1 2.9 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/ln9.6 4.0 0.1 0.6 17.7 17.5 1.8 0.0 1.2 3.8 0.0 0.0 LnGrp Delay(d),s/veh 56.2 9.8 8.0 52.9 41.3 43.0 41.2 0.0 40.4 40.6 0.0 0.0 LnGrp LOS E A A DDDD DD Approach Vol, veh/h 964 1272 123 309 Approach Delay, s/veh 24.9 42.3 40.9 40.6 Approach LOS CDDD Timer 1 2345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 11.8 6.4 55.1 14.7 22.1 39.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.5 5.5 49.9 18.1 19.3 36.1 Max Q Clear Time (g_c+I1), s 5.4 3.0 10.3 9.5 17.4 32.7 Green Ext Time (p_c), s 0.4 0.0 4.6 0.7 0.2 2.3 Intersection Summary HCM 2010 Ctrl Delay 35.8 HCM 2010 LOS D Notes

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative Conditions Synchro 10 Report TJKM Page 5 HCM 2010 Signalized Intersection Summary AM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/25/2021

User approved volume balancing among the lanes for turning movement.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative Conditions Synchro 10 Report TJKM Page 6 HCM 2010 AWSC AM Peak 6: Norse Dr & Viking Dr 02/25/2021

Intersection Intersection Delay, s/veh78.8 Intersection LOS F

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 261 44 80 142 60 24 36 206 231 60 15 Future Vol, veh/h 19 261 44 80 142 60 24 36 206 231 60 15 Peak Hour Factor 0.87 0.87 0.87 0.64 0.64 0.64 0.77 0.77 0.77 0.79 0.79 0.79 Heavy Vehicles, % 3 33333333333 Mvmt Flow 22 300 51 125 222 94 31 47 268 292 76 19 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 65.2 115.6 49.2 76.3 HCM LOS F F E F

Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 9% 6% 28% 75% Vol Thru, % 14% 81% 50% 20% Vol Right, % 77% 14% 21% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 266 324 282 306 LT Vol 24 19 80 231 Through Vol 36 261 142 60 RT Vol 206 44 60 15 Lane Flow Rate 345 372 441 387 Geometry Grp 1111 Degree of Util (X) 0.858 0.943 1.129 0.989 Departure Headway (Hd) 9.536 9.681 9.224 9.77 Convergence, Y/N Yes Yes Yes Yes Cap 383 376 397 376 Service Time 7.536 7.681 7.224 7.77 HCM Lane V/C Ratio 0.901 0.989 1.111 1.029 HCM Control Delay 49.2 65.2 115.6 76.3 HCM Lane LOS E F F F HCM 95th-tile Q 8.2 10.2 16.4 11.4

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative Conditions Synchro 10 Report TJKM Page 7 HCM 2010 TWSC AM Peak 7: Norse Dr & Paso Nogal Rd 02/25/2021

Intersection Int Delay, s/veh 2.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 198 228 90 97 67 57 Future Vol, veh/h 198 228 90 97 67 57 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 50 - 0 - Veh in Median Storage, # 0 - - 0 2 - Grade, % 0 - - 0 0 - Peak Hour Factor 78 78 98 98 86 86 Heavy Vehicles, % 3 33333 Mvmt Flow 254 292 92 99 78 66

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 546 0 537 254 Stage 1 - - - - 254 - Stage 2 - - - - 283 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1018 - 503 782 Stage 1 - - - - 786 - Stage 2 - - - - 763 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1018 - 458 782 Mov Cap-2 Maneuver - - - - 607 - Stage 1 - - - - 786 - Stage 2 - - - - 694 -

Approach EB WB NB HCM Control Delay, s 0 4.3 11.8 HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 677 - - 1018 - HCM Lane V/C Ratio 0.213 - - 0.09 - HCM Control Delay (s) 11.8 - - 8.9 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.8 - - 0.3 -

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative Conditions Synchro 10 Report TJKM Page 8 HCM 2010 AWSC AM Peak 8: Norse Dr & Civic Dr 02/25/2021

Intersection Intersection Delay, s/veh 39.2 Intersection LOS E

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 4 8 184 4 25 92 276 163 29 146 5 Future Vol, veh/h 1 4 8 184 4 25 92 276 163 29 146 5 Peak Hour Factor 0.41 0.41 0.41 0.56 0.56 0.56 0.75 0.75 0.75 0.79 0.79 0.79 Heavy Vehicles, % 333333333333 Mvmt Flow 2 10 20 329 7 45 123 368 217 37 185 6 Number of Lanes 010010110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1122 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2211 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2211 HCM Control Delay 10.9 23.9 56.9 13.9 HCM LOS B C F B

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 8% 86% 100% 0% Vol Thru, % 0% 63% 31% 2% 0% 97% Vol Right, % 0% 37% 62% 12% 0% 3% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 92 439 13 213 29 151 LT Vol 92 0 1 184 29 0 Through Vol 0 276 4 4 0 146 RT Vol 0 163 8 25 0 5 Lane Flow Rate 123 585 32 380 37 191 Geometry Grp 772277 Degree of Util (X) 0.239 1.016 0.065 0.703 0.079 0.383 Departure Headway (Hd) 7.026 6.25 7.359 6.651 7.751 7.212 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 513 585 485 544 462 499 Service Time 4.75 3.974 5.425 4.673 5.501 4.962 HCM Lane V/C Ratio 0.24 1 0.066 0.699 0.08 0.383 HCM Control Delay 11.9 66.3 10.9 23.9 11.2 14.4 HCM Lane LOS B F B C B B HCM 95th-tile Q 0.9 15.4 0.2 5.6 0.3 1.8

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative Conditions Synchro 10 Report TJKM Page 9 HCM 2010 TWSC AM Peak 9: Lucille Ln & Project Driveway 02/25/2021

Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 278 277 14 Future Vol, veh/h 0 0 0 278 277 14 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 68 68 68 68 68 68 Heavy Vehicles, % 3 33333 Mvmt Flow 0 0 0 409 407 21

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 827 418 428 0 - 0 Stage 1 418 ----- Stage 2 409 ----- Critical Hdwy 6.43 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 - - - Pot Cap-1 Maneuver 340 633 1126 - - - Stage 1 662 ----- Stage 2 668 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 340 633 1126 - - - Mov Cap-2 Maneuver 340 ----- Stage 1 662 ----- Stage 2 668 -----

Approach EB NB SB HCM Control Delay, s 0 0 0 HCM LOS A

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1126 ---- HCM Lane V/C Ratio ----- HCM Control Delay (s) 0 - 0 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 ----

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative Conditions Synchro 10 Report TJKM Page 10 HCM 2010 Signalized Intersection Summary PM Peak 1: Lucille Ln/Norse Dr & Taylor Blvd 02/25/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 91 979 75 57 691 88 69 69 120 164 50 90 Future Volume (veh/h) 91 979 75 57 691 88 69 69 120 164 50 90 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1845 Adj Flow Rate, veh/h 98 1053 0 66 794 101 85 85 148 265 81 145 Adj No. of Lanes 120120011011 Peak Hour Factor 0.93 0.93 0.93 0.87 0.87 0.87 0.81 0.81 0.81 0.62 0.62 0.62 Percent Heavy Veh, % 333333333333 Cap, veh/h 125 1238 0 87 1038 132 119 119 204 306 93 347 Arrive On Green 0.07 0.35 0.00 0.05 0.33 0.33 0.13 0.13 0.13 0.22 0.22 0.22 Sat Flow, veh/h 1757 3597 0 1757 3129 398 900 900 1541 1361 416 1546 Grp Volume(v), veh/h 98 1053 0 66 445 450 170 0 148 346 0 145 Grp Sat Flow(s),veh/h/ln 1757 1752 0 1757 1752 1774 1800 0 1541 1777 0 1546 Q Serve(g_s), s 4.1 20.9 0.0 2.8 17.1 17.1 6.8 0.0 6.9 14.1 0.0 6.0 Cycle Q Clear(g_c), s 4.1 20.9 0.0 2.8 17.1 17.1 6.8 0.0 6.9 14.1 0.0 6.0 Prop In Lane 1.00 0.00 1.00 0.22 0.50 1.00 0.77 1.00 Lane Grp Cap(c), veh/h 125 1238 0 87 581 588 239 0 204 399 0 347 V/C Ratio(X) 0.78 0.85 0.00 0.75 0.77 0.77 0.71 0.00 0.72 0.87 0.00 0.42 Avail Cap(c_a), veh/h 185 1382 0 119 626 634 441 0 378 447 0 389 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.3 22.4 0.0 35.2 22.5 22.5 31.2 0.0 31.2 28.0 0.0 24.9 Incr Delay (d2), s/veh 12.1 4.8 0.0 16.5 5.3 5.2 3.9 0.0 4.8 15.1 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 10.9 0.0 1.8 9.0 9.1 3.6 0.0 3.2 8.6 0.0 2.6 LnGrp Delay(d),s/veh 46.4 27.3 0.0 51.7 27.7 27.7 35.1 0.0 36.0 43.1 0.0 25.7 LnGrp LOS D C DCCD DD C Approach Vol, veh/h 1151 961 318 491 Approach Delay, s/veh 28.9 29.3 35.5 38.0 Approach LOS CCDD Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 14.4 8.2 31.0 21.4 9.9 29.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.4 5.1 29.6 18.9 7.9 26.8 Max Q Clear Time (g_c+I1), s 8.9 4.8 22.9 16.1 6.1 19.1 Green Ext Time (p_c), s 1.0 0.0 3.7 0.8 0.0 3.2 Intersection Summary HCM 2010 Ctrl Delay 31.3 HCM 2010 LOS C

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative Conditions Synchro 10 Report TJKM Page 1 HCM 2010 Signalized Intersection Summary PM Peak 2: Taylor Blvd & Civic Dr 02/25/2021

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 83 1170 788 156 94 51 Future Volume (veh/h) 83 1170 788 156 94 51 Number 7 4 8 18 1 16 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 94 1330 866 171 119 65 Adj No. of Lanes 1 22111 Peak Hour Factor 0.88 0.88 0.91 0.91 0.79 0.79 Percent Heavy Veh, % 3 33333 Cap, veh/h 455 2066 2066 924 258 230 Arrive On Green 0.59 0.59 0.59 0.59 0.15 0.15 Sat Flow, veh/h 537 3597 3597 1568 1757 1568 Grp Volume(v), veh/h 94 1330 866 171 119 65 Grp Sat Flow(s),veh/h/ln 537 1752 1752 1568 1757 1568 Q Serve(g_s), s 3.9 8.6 4.6 1.7 2.1 1.3 Cycle Q Clear(g_c), s 8.5 8.6 4.6 1.7 2.1 1.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 455 2066 2066 924 258 230 V/C Ratio(X) 0.21 0.64 0.42 0.19 0.46 0.28 Avail Cap(c_a), veh/h 572 2827 2827 1265 953 851 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.1 4.6 3.8 3.2 13.3 13.0 Incr Delay (d2), s/veh 0.2 0.3 0.1 0.1 1.3 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.6 4.0 2.2 0.7 1.1 0.6 LnGrp Delay(d),s/veh 6.4 5.0 4.0 3.3 14.6 13.6 LnGrp LOS A AAABB Approach Vol, veh/h 1424 1037 184 Approach Delay, s/veh 5.1 3.8 14.3 Approach LOS A A B Timer 1 2345678 Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 24.6 9.5 24.6 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 27.5 18.5 27.5 Max Q Clear Time (g_c+I1), s 10.6 4.1 6.6 Green Ext Time (p_c), s 9.5 0.4 6.4 Intersection Summary HCM 2010 Ctrl Delay 5.2 HCM 2010 LOS A

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative Conditions Synchro 10 Report TJKM Page 2 HCM 2010 Signalized Intersection Summary PM Peak 3: Ruth Dr & Taylor Blvd 02/25/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 1254 40 38 833 32 33 19 29 21 13 20 Future Volume (veh/h) 37 1254 40 38 833 32 33 19 29 21 13 20 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1900 Adj Flow Rate, veh/h 42 1425 45 46 1004 39 47 27 0 26 16 25 Adj No. of Lanes 1 20120011010 Peak Hour Factor 0.88 0.88 0.88 0.83 0.83 0.83 0.70 0.70 0.70 0.80 0.80 0.80 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 79 1896 60 85 1893 74 220 89 180 157 65 68 Arrive On Green 0.05 0.55 0.55 0.05 0.55 0.55 0.11 0.11 0.00 0.11 0.11 0.11 Sat Flow, veh/h 1757 3466 109 1757 3440 134 817 774 1568 437 565 597 Grp Volume(v), veh/h 42 719 751 46 511 532 74 0 0 67 0 0 Grp Sat Flow(s),veh/h/ln1757 1752 1823 1757 1752 1821 1591 0 1568 1599 0 0 Q Serve(g_s), s 1.1 14.7 14.8 1.2 8.6 8.6 0.1 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.1 14.7 14.8 1.2 8.6 8.6 1.8 0.0 0.0 1.7 0.0 0.0 Prop In Lane 1.00 0.06 1.00 0.07 0.64 1.00 0.39 0.37 Lane Grp Cap(c), veh/h 79 959 997 85 964 1002 309 0 180 291 0 0 V/C Ratio(X) 0.53 0.75 0.75 0.54 0.53 0.53 0.24 0.00 0.00 0.23 0.00 0.00 Avail Cap(c_a), veh/h 230 1224 1273 200 1194 1240 737 0 630 730 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 21.7 8.1 8.1 21.6 6.6 6.6 19.0 0.0 0.0 19.0 0.0 0.0 Incr Delay (d2), s/veh 5.4 2.0 1.9 5.3 0.5 0.4 0.4 0.0 0.0 0.4 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/ln0.6 7.5 7.8 0.7 4.2 4.4 0.9 0.0 0.0 0.8 0.0 0.0 LnGrp Delay(d),s/veh 27.2 10.1 10.0 27.0 7.1 7.1 19.4 0.0 0.0 19.4 0.0 0.0 LnGrp LOS C B B C A A B B Approach Vol, veh/h 1512 1089 74 67 Approach Delay, s/veh 10.5 7.9 19.4 19.4 Approach LOS BABB Timer 1 2345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 9.8 6.7 30.0 9.8 6.6 30.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.7 5.3 32.5 18.7 6.1 31.7 Max Q Clear Time (g_c+I1), s 3.8 3.2 16.8 3.7 3.1 10.6 Green Ext Time (p_c), s 0.3 0.0 8.7 0.2 0.0 6.6 Intersection Summary HCM 2010 Ctrl Delay 10.0 HCM 2010 LOS A

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative Conditions Synchro 10 Report TJKM Page 3 HCM 2010 Signalized Intersection Summary PM Peak 4: Contra Costa Blvd & Taylor Blvd/Sunvalley Blvd 02/25/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 240 838 215 356 517 383 239 844 549 407 550 148 Future Volume (veh/h) 240 838 215 356 517 383 239 844 549 407 550 148 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 255 891 0 379 550 0 266 938 0 428 579 0 Adj No. of Lanes 2 31221231221 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.90 0.90 0.90 0.95 0.95 0.95 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 344 1117 348 447 883 395 364 1284 400 498 1031 461 Arrive On Green 0.10 0.22 0.00 0.13 0.25 0.00 0.11 0.25 0.00 0.15 0.29 0.00 Sat Flow, veh/h 3408 5036 1568 3408 3505 1568 3408 5036 1568 3408 3505 1568 Grp Volume(v), veh/h 255 891 0 379 550 0 266 938 0 428 579 0 Grp Sat Flow(s),veh/h/ln1704 1679 1568 1704 1752 1568 1704 1679 1568 1704 1752 1568 Q Serve(g_s), s 5.3 12.2 0.0 8.0 10.2 0.0 5.5 12.5 0.0 9.0 10.2 0.0 Cycle Q Clear(g_c), s 5.3 12.2 0.0 8.0 10.2 0.0 5.5 12.5 0.0 9.0 10.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 344 1117 348 447 883 395 364 1284 400 498 1031 461 V/C Ratio(X) 0.74 0.80 0.00 0.85 0.62 0.00 0.73 0.73 0.00 0.86 0.56 0.00 Avail Cap(c_a), veh/h 396 1238 386 447 915 409 526 1631 508 498 1106 495 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 32.0 26.9 0.0 31.1 24.3 0.0 31.7 25.0 0.0 30.5 21.8 0.0 Incr Delay (d2), s/veh 6.3 3.4 0.0 14.2 1.3 0.0 2.9 1.3 0.0 14.0 0.6 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/ln2.8 6.0 0.0 4.6 5.0 0.0 2.7 5.9 0.0 5.2 5.0 0.0 LnGrp Delay(d),s/veh 38.3 30.4 0.0 45.2 25.5 0.0 34.6 26.2 0.0 44.6 22.4 0.0 LnGrp LOS D C D C C C D C Approach Vol, veh/h 1146 929 1204 1007 Approach Delay, s/veh 32.1 33.6 28.1 31.8 Approach LOS CCCC Timer 1 2345678 Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), 15.2s 23.2 14.1 20.7 12.3 26.0 11.9 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax),10.7 s 23.7 9.6 18.0 11.3 23.1 8.5 19.1 Max Q Clear Time (g_c+I1),11.0 s 14.5 10.0 14.2 7.5 12.2 7.3 12.2 Green Ext Time (p_c), s 0.0 4.2 0.0 1.9 0.3 2.8 0.1 2.0 Intersection Summary HCM 2010 Ctrl Delay 31.2 HCM 2010 LOS C

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative Conditions Synchro 10 Report TJKM Page 4 HCM 2010 Signalized Intersection Summary PM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/25/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 378 860 29 36 545 262 7 6 20 237 18 230 Future Volume (veh/h) 378 860 29 36 545 262 7 6 20 237 18 230 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1900 1900 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 390 887 30 37 562 270 9 8 25 283 0 0 Adj No. of Lanes 1 21120011201 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.80 0.80 0.80 0.88 0.88 0.88 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 442 1770 790 65 667 320 74 66 120 423 0 189 Arrive On Green 0.25 0.51 0.51 0.04 0.29 0.29 0.08 0.08 0.08 0.12 0.00 0.00 Sat Flow, veh/h 1757 3505 1563 1757 2297 1102 951 846 1550 3514 0 1568 Grp Volume(v), veh/h 390 887 30 37 429 403 17 0 25 283 0 0 Grp Sat Flow(s),veh/h/ln1757 1752 1563 1757 1752 1646 1797 0 1550 1757 0 1568 Q Serve(g_s), s 14.8 11.6 0.7 1.4 15.9 15.9 0.6 0.0 1.0 5.3 0.0 0.0 Cycle Q Clear(g_c), s 14.8 11.6 0.7 1.4 15.9 15.9 0.6 0.0 1.0 5.3 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.67 0.53 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 442 1770 790 65 509 478 140 0 120 423 0 189 V/C Ratio(X) 0.88 0.50 0.04 0.57 0.84 0.84 0.12 0.00 0.21 0.67 0.00 0.00 Avail Cap(c_a), veh/h 571 1969 878 162 577 542 485 0 419 914 0 408 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 24.9 11.4 8.6 32.8 23.1 23.1 29.7 0.0 29.9 29.1 0.0 0.0 Incr Delay (d2), s/veh 12.5 0.2 0.0 7.8 9.9 10.6 0.4 0.0 0.8 1.8 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/ln8.7 5.6 0.3 0.8 9.0 8.6 0.3 0.0 0.5 2.7 0.0 0.0 LnGrp Delay(d),s/veh 37.4 11.6 8.7 40.6 33.0 33.7 30.1 0.0 30.8 31.0 0.0 0.0 LnGrp LOS D B A DCCC CC Approach Vol, veh/h 1307 869 42 283 Approach Delay, s/veh 19.2 33.6 30.5 31.0 Approach LOS B C C C Timer 1 2345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 9.9 7.0 39.5 12.8 21.9 24.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.7 6.4 38.9 18.0 22.5 22.8 Max Q Clear Time (g_c+I1), s 3.0 3.4 13.6 7.3 16.8 17.9 Green Ext Time (p_c), s 0.1 0.0 6.5 0.7 0.6 2.2 Intersection Summary HCM 2010 Ctrl Delay 25.7 HCM 2010 LOS C Notes

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative Conditions Synchro 10 Report TJKM Page 5 HCM 2010 Signalized Intersection Summary PM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/25/2021

User approved volume balancing among the lanes for turning movement.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative Conditions Synchro 10 Report TJKM Page 6 HCM 2010 AWSC PM Peak 6: Norse Dr & Viking Dr 02/25/2021

Intersection Intersection Delay, s/veh12.7 Intersection LOS B

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 66 134 39 66 116 52 24 109 81 51 74 25 Future Vol, veh/h 66 134 39 66 116 52 24 109 81 51 74 25 Peak Hour Factor 0.88 0.88 0.88 0.76 0.76 0.76 0.88 0.88 0.88 0.89 0.89 0.89 Heavy Vehicles, % 3 33333333333 Mvmt Flow 75 152 44 87 153 68 27 124 92 57 83 28 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 12.9 13.6 12.3 11.5 HCM LOS B B B B

Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 11% 28% 28% 34% Vol Thru, % 51% 56% 50% 49% Vol Right, % 38% 16% 22% 17% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 214 239 234 150 LT Vol 24 66 66 51 Through Vol 109 134 116 74 RT Vol 81 39 52 25 Lane Flow Rate 243 272 308 169 Geometry Grp 1111 Degree of Util (X) 0.385 0.426 0.475 0.281 Departure Headway (Hd) 5.693 5.647 5.555 6.008 Convergence, Y/N Yes Yes Yes Yes Cap 627 633 643 593 Service Time 3.769 3.722 3.627 4.092 HCM Lane V/C Ratio 0.388 0.43 0.479 0.285 HCM Control Delay 12.3 12.9 13.6 11.5 HCM Lane LOS BBBB HCM 95th-tile Q 1.8 2.1 2.6 1.1

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative Conditions Synchro 10 Report TJKM Page 7 HCM 2010 TWSC PM Peak 7: Norse Dr & Paso Nogal Rd 02/25/2021

Intersection Int Delay, s/veh 5.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 122 63 94 168 78 142 Future Vol, veh/h 122 63 94 168 78 142 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - 100 50 - 0 - Veh in Median Storage, # 0 - - 0 2 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 89 84 84 85 85 Heavy Vehicles, % 3 33333 Mvmt Flow 137 71 112 200 92 167

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 208 0 561 137 Stage 1 - - - - 137 - Stage 2 - - - - 424 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1357 - 487 909 Stage 1 - - - - 887 - Stage 2 - - - - 658 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1357 - 447 909 Mov Cap-2 Maneuver - - - - 560 - Stage 1 - - - - 887 - Stage 2 - - - - 603 -

Approach EB WB NB HCM Control Delay, s 0 2.8 12.4 HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 744 - - 1357 - HCM Lane V/C Ratio 0.348 - - 0.082 - HCM Control Delay (s) 12.4 - - 7.9 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 1.6 - - 0.3 -

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative Conditions Synchro 10 Report TJKM Page 8 HCM 2010 AWSC PM Peak 8: Norse Dr & Civic Dr 02/25/2021

Intersection Intersection Delay, s/veh 10.8 Intersection LOS B

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 1 116 66 0 36 4 190 42 34 137 2 Future Vol, veh/h 15 1 116 66 0 36 4 190 42 34 137 2 Peak Hour Factor 0.69 0.69 0.69 0.89 0.89 0.89 0.88 0.88 0.88 0.74 0.74 0.74 Heavy Vehicles, % 333333333333 Mvmt Flow 22 1 168 74 0 40 5 216 48 46 185 3 Number of Lanes 010010110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1122 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2211 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2211 HCM Control Delay 9.9 9.8 12 10.6 HCM LOS AABB

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 11% 65% 100% 0% Vol Thru, % 0% 82% 1% 0% 0% 99% Vol Right, % 0% 18% 88% 35% 0% 1% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 4 232 132 102 34 139 LT Vol 4 0 15 66 34 0 Through Vol 0 190 1 0 0 137 RT Vol 0 42 116 36 0 2 Lane Flow Rate 5 264 191 115 46 188 Geometry Grp 772277 Degree of Util (X) 0.008 0.408 0.267 0.177 0.08 0.299 Departure Headway (Hd) 6.204 5.57 5.018 5.561 6.237 5.721 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 578 646 715 644 575 629 Service Time 3.933 3.299 3.054 3.6 3.967 3.45 HCM Lane V/C Ratio 0.009 0.409 0.267 0.179 0.08 0.299 HCM Control Delay 9 12.1 9.9 9.8 9.5 10.9 HCM Lane LOS ABAAAB HCM 95th-tile Q 0 2 1.1 0.6 0.3 1.3

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative Conditions Synchro 10 Report TJKM Page 9 HCM 2010 TWSC PM Peak 9: Lucille Ln & Project Driveway 02/25/2021

Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 22 0 0 235 176 6 Future Vol, veh/h 22 0 0 235 176 6 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, % 3 33333 Mvmt Flow 27 0 0 290 217 7

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 511 221 224 0 - 0 Stage 1 221 ----- Stage 2 290 ----- Critical Hdwy 6.43 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 - - - Pot Cap-1 Maneuver 521 816 1339 - - - Stage 1 813 ----- Stage 2 757 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 521 816 1339 - - - Mov Cap-2 Maneuver 521 ----- Stage 1 813 ----- Stage 2 757 -----

Approach EB NB SB HCM Control Delay, s 12.3 0 0 HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1339 - 521 - - HCM Lane V/C Ratio - - 0.052 - - HCM Control Delay (s) 0 - 12.3 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.2 - -

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative Conditions Synchro 10 Report TJKM Page 10

Peak Hour Warrant (Urban Areas)

Intersection: #6 Norse Dr. & Viking Dr., Pleasant Hill, CA Scenario: Cumulative Conditions

) VPH

150

(

306

Minor Street Volume =

Major Street Volume = 606 (473) VPH

AM Peak Hour

PM Peak Hour

A signal is NOT WARRANTED in the a.m. Peak Hour A signal is NOT WARRANTED in the p.m. Peak Hour

Source: CA MUTCD 2014, Chapter 4C – Traffic Control Signal Needs Studies, Part 4 - Highway Traffic Signals, Figure 4C-3

Peak Hour Warrant (Urban Areas)

Intersection: #8 Norse Dr. & Civic Dr., Pleasant Hill, CA Scenario: Cumulative Conditions

Minor Street Volume = 213 (102) VPH

Major Street Volume = 711 (409) VPH

AM Peak Hour

PM Peak Hour

A signal is NOT WARRANTED in the a.m. Peak Hour A signal is NOT WARRANTED in the p.m. Peak Hour

Source: CA MUTCD 2014, Chapter 4C – Traffic Control Signal Needs Studies, Part 4 - Highway Traffic Signals, Figure 4C-3 401 Taylor Boulevard Residential Traffic Impact Study

Appendix G – Cumulative plus Project Conditions Intersections Level of Service Worksheets

HCM 2010 Signalized Intersection Summary AM Peak 1: Lucille Ln/Norse Dr & Taylor Blvd 02/25/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 164 649 76 137 823 222 49 131 116 137 71 125 Future Volume (veh/h) 164 649 76 137 823 222 49 131 116 137 71 125 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1845 Adj Flow Rate, veh/h 184 729 0 176 1055 285 72 193 171 211 109 192 Adj No. of Lanes 120120011011 Peak Hour Factor 0.89 0.89 0.89 0.78 0.78 0.78 0.68 0.68 0.68 0.65 0.65 0.65 Percent Heavy Veh, % 333333333333 Cap, veh/h 201 1338 0 205 1051 282 81 217 247 218 113 289 Arrive On Green 0.11 0.38 0.00 0.12 0.38 0.38 0.16 0.16 0.16 0.19 0.19 0.19 Sat Flow, veh/h 1757 3597 0 1757 2733 733 494 1325 1506 1178 608 1563 Grp Volume(v), veh/h 184 729 0 176 674 666 265 0 171 320 0 192 Grp Sat Flow(s),veh/h/ln 1757 1752 0 1757 1752 1714 1820 0 1506 1786 0 1563 Q Serve(g_s), s 12.3 19.2 0.0 11.6 45.5 45.5 16.9 0.0 12.7 21.0 0.0 13.5 Cycle Q Clear(g_c), s 12.3 19.2 0.0 11.6 45.5 45.5 16.9 0.0 12.7 21.0 0.0 13.5 Prop In Lane 1.00 0.00 1.00 0.43 0.27 1.00 0.66 1.00 Lane Grp Cap(c), veh/h 201 1338 0 205 674 659 298 0 247 331 0 289 V/C Ratio(X) 0.92 0.54 0.00 0.86 1.00 1.01 0.89 0.00 0.69 0.97 0.00 0.66 Avail Cap(c_a), veh/h 201 1338 0 306 674 659 325 0 269 331 0 289 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 51.8 28.5 0.0 51.3 36.4 36.4 48.4 0.0 46.6 47.8 0.0 44.8 Incr Delay (d2), s/veh 41.2 0.5 0.0 14.3 34.6 37.6 23.4 0.0 6.8 40.8 0.0 5.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.2 9.4 0.0 6.5 28.4 28.3 10.4 0.0 5.7 14.1 0.0 6.3 LnGrp Delay(d),s/veh 93.1 29.0 0.0 65.6 71.0 74.0 71.8 0.0 53.4 88.6 0.0 50.4 LnGrp LOS F C E E F E D F D Approach Vol, veh/h 913 1516 436 512 Approach Delay, s/veh 41.9 71.7 64.6 74.3 Approach LOS D E E E Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 23.9 18.3 49.7 26.4 18.0 50.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.1 20.6 38.4 21.9 13.5 45.5 Max Q Clear Time (g_c+I1), s 18.9 13.6 21.2 23.0 14.3 47.5 Green Ext Time (p_c), s 0.5 0.2 4.4 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 63.1 HCM 2010 LOS E

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative plus Project Conditions Synchro 10 Report TJKM Page 1 HCM 2010 Signalized Intersection Summary AM Peak 2: Taylor Blvd & Civic Dr 02/25/2021

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 155 746 1059 352 106 142 Future Volume (veh/h) 155 746 1059 352 106 142 Number 7 4 8 18 1 16 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 172 829 1231 409 186 249 Adj No. of Lanes 1 22111 Peak Hour Factor 0.90 0.90 0.86 0.86 0.57 0.57 Percent Heavy Veh, % 3 33333 Cap, veh/h 254 2427 2427 1084 332 296 Arrive On Green 0.69 0.69 0.69 0.69 0.19 0.19 Sat Flow, veh/h 302 3597 3597 1566 1757 1568 Grp Volume(v), veh/h 172 829 1231 409 186 249 Grp Sat Flow(s),veh/h/ln 302 1752 1752 1566 1757 1568 Q Serve(g_s), s 39.9 7.2 12.6 8.2 7.3 11.6 Cycle Q Clear(g_c), s 52.5 7.2 12.6 8.2 7.3 11.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 254 2427 2427 1084 332 296 V/C Ratio(X) 0.68 0.34 0.51 0.38 0.56 0.84 Avail Cap(c_a), veh/h 254 2427 2427 1084 429 383 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.5 4.7 5.5 4.9 27.9 29.7 Incr Delay (d2), s/veh 7.1 0.1 0.2 0.2 1.5 12.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.0 3.5 6.0 3.6 3.7 6.0 LnGrp Delay(d),s/veh 26.6 4.8 5.7 5.1 29.4 42.1 LnGrp LOS C A A A C D Approach Vol, veh/h 1001 1640 435 Approach Delay, s/veh 8.5 5.5 36.6 Approach LOS A A D Timer 1 2345678 Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 57.0 18.8 57.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 52.5 18.5 52.5 Max Q Clear Time (g_c+I1), s 54.5 13.6 14.6 Green Ext Time (p_c), s 0.0 0.7 13.6 Intersection Summary HCM 2010 Ctrl Delay 10.9 HCM 2010 LOS B

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative plus Project Conditions Synchro 10 Report TJKM Page 2 HCM 2010 Signalized Intersection Summary AM Peak 3: Ruth Dr & Taylor Blvd 02/25/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 33 788 44 58 1291 41 62 39 108 46 44 35 Future Volume (veh/h) 33 788 44 58 1291 41 62 39 108 46 44 35 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 0.97 1.00 0.97 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1900 Adj Flow Rate, veh/h 39 938 52 66 1467 47 100 63 0 84 80 64 Adj No. of Lanes 1 20120011010 Peak Hour Factor 0.84 0.84 0.84 0.88 0.88 0.88 0.62 0.62 0.62 0.55 0.55 0.55 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 70 1640 91 98 1738 56 278 153 360 190 159 103 Arrive On Green 0.04 0.49 0.49 0.06 0.50 0.50 0.23 0.23 0.00 0.23 0.23 0.23 Sat Flow, veh/h 1757 3377 187 1757 3465 111 784 666 1568 462 691 450 Grp Volume(v), veh/h 39 487 503 66 741 773 163 0 0 228 0 0 Grp Sat Flow(s),veh/h/ln1757 1752 1812 1757 1752 1823 1450 0 1568 1604 0 0 Q Serve(g_s), s 1.3 11.7 11.7 2.2 21.5 21.7 0.0 0.0 0.0 1.6 0.0 0.0 Cycle Q Clear(g_c), s 1.3 11.7 11.7 2.2 21.5 21.7 5.4 0.0 0.0 7.0 0.0 0.0 Prop In Lane 1.00 0.10 1.00 0.06 0.61 1.00 0.37 0.28 Lane Grp Cap(c), veh/h 70 851 880 98 879 914 431 0 360 452 0 0 V/C Ratio(X) 0.55 0.57 0.57 0.67 0.84 0.85 0.38 0.00 0.00 0.50 0.00 0.00 Avail Cap(c_a), veh/h 152 909 940 209 966 1005 557 0 503 588 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 27.8 10.8 10.8 27.3 12.7 12.7 19.5 0.0 0.0 20.1 0.0 0.0 Incr Delay (d2), s/veh 6.7 0.8 0.7 7.6 6.4 6.3 0.5 0.0 0.0 0.9 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 5.7 5.9 1.3 11.8 12.3 2.3 0.0 0.0 3.4 0.0 0.0 LnGrp Delay(d),s/veh 34.5 11.6 11.5 34.9 19.1 19.0 20.0 0.0 0.0 21.0 0.0 0.0 LnGrp LOS C B B C B B C C Approach Vol, veh/h 1029 1580 163 228 Approach Delay, s/veh 12.4 19.7 20.0 21.0 Approach LOS B B C C Timer 1 2345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 18.0 7.8 33.1 18.0 6.9 34.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.9 7.0 30.6 18.9 5.1 32.5 Max Q Clear Time (g_c+I1), s 7.4 4.2 13.7 9.0 3.3 23.7 Green Ext Time (p_c), s 0.7 0.0 5.6 0.9 0.0 5.9 Intersection Summary HCM 2010 Ctrl Delay 17.3 HCM 2010 LOS B

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative plus Project Conditions Synchro 10 Report TJKM Page 3 HCM 2010 Signalized Intersection Summary AM Peak 4: Contra Costa Blvd & Taylor Blvd/Sunvalley Blvd 02/25/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 124 613 212 573 1045 538 144 289 320 219 493 205 Future Volume (veh/h) 124 613 212 573 1045 538 144 289 320 219 493 205 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 172 851 0 651 1188 0 153 307 0 261 587 0 Adj No. of Lanes 2 31221231221 Peak Hour Factor 0.72 0.72 0.72 0.88 0.88 0.88 0.94 0.94 0.94 0.84 0.84 0.84 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 254 1220 380 751 1361 609 233 942 293 347 772 346 Arrive On Green 0.07 0.24 0.00 0.22 0.39 0.00 0.07 0.19 0.00 0.10 0.22 0.00 Sat Flow, veh/h 3408 5036 1568 3408 3505 1568 3408 5036 1568 3408 3505 1568 Grp Volume(v), veh/h 172 851 0 651 1188 0 153 307 0 261 587 0 Grp Sat Flow(s),veh/h/ln1704 1679 1568 1704 1752 1568 1704 1679 1568 1704 1752 1568 Q Serve(g_s), s 3.6 11.2 0.0 13.3 22.7 0.0 3.2 3.8 0.0 5.4 11.4 0.0 Cycle Q Clear(g_c), s 3.6 11.2 0.0 13.3 22.7 0.0 3.2 3.8 0.0 5.4 11.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 254 1220 380 751 1361 609 233 942 293 347 772 346 V/C Ratio(X) 0.68 0.70 0.00 0.87 0.87 0.00 0.66 0.33 0.00 0.75 0.76 0.00 Avail Cap(c_a), veh/h 259 1252 390 824 1452 650 268 1322 411 353 1007 450 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 32.7 25.0 0.0 27.2 20.5 0.0 32.9 25.5 0.0 31.6 26.4 0.0 Incr Delay (d2), s/veh 6.8 1.7 0.0 9.1 5.9 0.0 4.7 0.2 0.0 8.7 2.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.9 5.3 0.0 7.2 12.0 0.0 1.6 1.8 0.0 3.0 5.7 0.0 LnGrp Delay(d),s/veh 39.4 26.7 0.0 36.3 26.4 0.0 37.6 25.7 0.0 40.3 28.9 0.0 LnGrp LOS D C D C D C D C Approach Vol, veh/h 1023 1839 460 848 Approach Delay, s/veh 28.8 29.9 29.6 32.4 Approach LOS CCCC Timer 1 2345678 Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), 11.9s 18.0 20.5 22.0 9.5 20.5 9.9 32.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax),7.5 s 19.0 17.5 18.0 5.7 20.8 5.5 30.0 Max Q Clear Time (g_c+I1),7.4 s 5.8 15.3 13.2 5.2 13.4 5.6 24.7 Green Ext Time (p_c), s 0.0 1.5 0.6 2.3 0.0 2.2 0.0 3.4 Intersection Summary HCM 2010 Ctrl Delay 30.1 HCM 2010 LOS C

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative plus Project Conditions Synchro 10 Report TJKM Page 4 HCM 2010 Signalized Intersection Summary AM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/25/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 277 558 10 16 717 275 32 18 34 271 10 295 Future Volume (veh/h) 277 558 10 16 717 275 32 18 34 271 10 295 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1900 1900 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 315 634 11 20 908 348 47 26 50 309 0 0 Adj No. of Lanes 1 21120011201 Peak Hour Factor 0.88 0.88 0.88 0.79 0.79 0.79 0.68 0.68 0.68 0.90 0.90 0.90 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 351 2076 910 38 1028 392 93 51 121 401 0 179 Arrive On Green 0.20 0.59 0.59 0.02 0.41 0.41 0.08 0.08 0.08 0.11 0.00 0.00 Sat Flow, veh/h 1757 3505 1536 1757 2482 946 1151 637 1509 3514 0 1568 Grp Volume(v), veh/h 315 634 11 20 640 616 73 0 50 309 0 0 Grp Sat Flow(s),veh/h/ln1757 1752 1536 1757 1752 1676 1787 0 1509 1757 0 1568 Q Serve(g_s), s 16.4 8.5 0.3 1.1 31.6 32.0 3.7 0.0 3.0 8.0 0.0 0.0 Cycle Q Clear(g_c), s 16.4 8.5 0.3 1.1 31.6 32.0 3.7 0.0 3.0 8.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.56 0.64 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 351 2076 910 38 726 694 144 0 121 401 0 179 V/C Ratio(X) 0.90 0.31 0.01 0.53 0.88 0.89 0.51 0.00 0.41 0.77 0.00 0.00 Avail Cap(c_a), veh/h 413 2197 963 107 793 758 367 0 310 677 0 302 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 36.7 9.5 7.9 45.5 25.4 25.5 41.4 0.0 41.1 40.4 0.0 0.0 Incr Delay (d2), s/veh 19.8 0.1 0.0 10.8 10.7 11.8 2.8 0.0 2.2 3.2 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/ln9.9 4.1 0.1 0.6 17.4 17.0 1.9 0.0 1.3 4.1 0.0 0.0 LnGrp Delay(d),s/veh 56.4 9.6 7.9 56.3 36.0 37.3 44.2 0.0 43.3 43.6 0.0 0.0 LnGrp LOS E A A E D D D D D Approach Vol, veh/h 960 1276 123 309 Approach Delay, s/veh 25.0 36.9 43.8 43.6 Approach LOS CDDD Timer 1 2345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 12.1 6.5 60.2 15.2 23.3 43.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.3 5.7 58.9 18.1 22.1 42.5 Max Q Clear Time (g_c+I1), s 5.7 3.1 10.5 10.0 18.4 34.0 Green Ext Time (p_c), s 0.4 0.0 4.6 0.7 0.3 4.9 Intersection Summary HCM 2010 Ctrl Delay 33.7 HCM 2010 LOS C Notes

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative plus Project Conditions Synchro 10 Report TJKM Page 5 HCM 2010 Signalized Intersection Summary AM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/25/2021

User approved volume balancing among the lanes for turning movement.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative plus Project Conditions Synchro 10 Report TJKM Page 6 HCM 2010 AWSC AM Peak 6: Norse Dr & Viking Dr 02/25/2021

Intersection Intersection Delay, s/veh80.5 Intersection LOS F

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 261 44 81 142 60 24 36 208 231 60 15 Future Vol, veh/h 19 261 44 81 142 60 24 36 208 231 60 15 Peak Hour Factor 0.87 0.87 0.87 0.64 0.64 0.64 0.77 0.77 0.77 0.79 0.79 0.79 Heavy Vehicles, % 3 33333333333 Mvmt Flow 22 300 51 127 222 94 31 47 270 292 76 19 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 66.1 118.9 50.5 77.3 HCM LOS F F F F

Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 9% 6% 29% 75% Vol Thru, % 13% 81% 50% 20% Vol Right, % 78% 14% 21% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 268 324 283 306 LT Vol 24 19 81 231 Through Vol 36 261 142 60 RT Vol 208 44 60 15 Lane Flow Rate 348 372 442 387 Geometry Grp 1111 Degree of Util (X) 0.866 0.946 1.138 0.992 Departure Headway (Hd) 9.575 9.734 9.261 9.822 Convergence, Y/N Yes Yes Yes Yes Cap 383 376 394 372 Service Time 7.575 7.734 7.261 7.822 HCM Lane V/C Ratio 0.909 0.989 1.122 1.04 HCM Control Delay 50.5 66.1 118.9 77.3 HCM Lane LOS FFFF HCM 95th-tile Q 8.3 10.3 16.7 11.5

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative plus Project Conditions Synchro 10 Report TJKM Page 7 HCM 2010 TWSC AM Peak 7: Norse Dr & Paso Nogal Rd 02/25/2021

Approach EB WB NB HCM Control Delay, s 0 4.3 11.8 HCM LOS B

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative plus Project Conditions Synchro 10 Report TJKM Page 8 HCM 2010 AWSC AM Peak 8: Norse Dr & Civic Dr 02/25/2021

Intersection Intersection Delay, s/veh 37.7 Intersection LOS E

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 4 8 184 4 25 92 278 163 29 147 5 Future Vol, veh/h 1 4 8 184 4 25 92 278 163 29 147 5 Peak Hour Factor 0.41 0.41 0.41 0.56 0.56 0.56 0.75 0.75 0.75 0.79 0.79 0.79 Heavy Vehicles, % 333333333333 Mvmt Flow 2 10 20 329 7 45 123 371 217 37 186 6 Number of Lanes 010010110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1122 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2211 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2211 HCM Control Delay 10.9 23.3 54.3 13.8 HCM LOS B C F B

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 8% 86% 100% 0% Vol Thru, % 0% 63% 31% 2% 0% 97% Vol Right, % 0% 37% 62% 12% 0% 3% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 92 441 13 213 29 152 LT Vol 92 0 1 184 29 0 Through Vol 0 278 4 4 0 147 RT Vol 0 163 8 25 0 5 Lane Flow Rate 123 588 32 380 37 192 Geometry Grp 772277 Degree of Util (X) 0.236 1.005 0.063 0.693 0.078 0.379 Departure Headway (Hd) 6.925 6.151 7.378 6.556 7.759 7.221 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 515 588 488 548 464 502 Service Time 4.719 3.944 5.378 4.649 5.459 4.921 HCM Lane V/C Ratio 0.239 1 0.066 0.693 0.08 0.382 HCM Control Delay 11.9 63.2 10.9 23.3 11.1 14.3 HCM Lane LOS B F B C B B HCM 95th-tile Q 0.9 14.9 0.2 5.4 0.3 1.8

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative plus Project Conditions Synchro 10 Report TJKM Page 9 HCM 2010 TWSC AM Peak 9: Lucille Ln & Project Driveway 02/25/2021

Intersection Int Delay, s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 17 2 1 278 277 7 Future Vol, veh/h 17 2 1 278 277 7 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 68 68 68 68 68 68 Heavy Vehicles, % 3 33333 Mvmt Flow 25 3 1 409 407 10

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 823 412 417 0 - 0 Stage 1 412 ----- Stage 2 411 ----- Critical Hdwy 6.43 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 - - - Pot Cap-1 Maneuver 342 638 1137 - - - Stage 1 666 ----- Stage 2 667 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 342 638 1137 - - - Mov Cap-2 Maneuver 342 ----- Stage 1 665 ----- Stage 2 667 -----

Approach EB NB SB HCM Control Delay, s 15.8 0 0 HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1137 - 360 - - HCM Lane V/C Ratio 0.001 - 0.078 - - HCM Control Delay (s) 8.2 0 15.8 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0 - 0.3 - -

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative plus Project Conditions Synchro 10 Report TJKM Page 10 HCM 2010 Signalized Intersection Summary PM Peak 1: Lucille Ln/Norse Dr & Taylor Blvd 02/25/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 91 979 77 67 691 88 65 70 113 164 52 90 Future Volume (veh/h) 91 979 77 67 691 88 65 70 113 164 52 90 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1845 Adj Flow Rate, veh/h 98 1053 0 77 794 101 80 86 140 265 84 145 Adj No. of Lanes 120120011011 Peak Hour Factor 0.93 0.93 0.93 0.87 0.87 0.87 0.81 0.81 0.81 0.62 0.62 0.62 Percent Heavy Veh, % 333333333333 Cap, veh/h 125 1232 0 98 1051 134 112 120 198 304 97 349 Arrive On Green 0.07 0.35 0.00 0.06 0.34 0.34 0.13 0.13 0.13 0.23 0.23 0.23 Sat Flow, veh/h 1757 3597 0 1757 3129 398 868 933 1541 1349 428 1546 Grp Volume(v), veh/h 98 1053 0 77 445 450 166 0 140 349 0 145 Grp Sat Flow(s),veh/h/ln 1757 1752 0 1757 1752 1774 1801 0 1541 1777 0 1546 Q Serve(g_s), s 4.1 21.0 0.0 3.3 17.0 17.0 6.7 0.0 6.6 14.3 0.0 6.0 Cycle Q Clear(g_c), s 4.1 21.0 0.0 3.3 17.0 17.0 6.7 0.0 6.6 14.3 0.0 6.0 Prop In Lane 1.00 0.00 1.00 0.22 0.48 1.00 0.76 1.00 Lane Grp Cap(c), veh/h 125 1232 0 98 589 596 231 0 198 401 0 349 V/C Ratio(X) 0.78 0.85 0.00 0.78 0.76 0.76 0.72 0.00 0.71 0.87 0.00 0.42 Avail Cap(c_a), veh/h 179 1366 0 119 623 630 444 0 380 445 0 387 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.5 22.7 0.0 35.2 22.3 22.3 31.6 0.0 31.5 28.1 0.0 25.0 Incr Delay (d2), s/veh 13.2 5.1 0.0 24.0 5.0 4.9 4.1 0.0 4.6 15.7 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 11.0 0.0 2.2 9.0 9.1 3.6 0.0 3.0 8.7 0.0 2.6 LnGrp Delay(d),s/veh 47.7 27.8 0.0 59.1 27.3 27.2 35.7 0.0 36.1 43.8 0.0 25.8 LnGrp LOS D C E C C D D D C Approach Vol, veh/h 1151 972 306 494 Approach Delay, s/veh 29.5 29.8 35.9 38.5 Approach LOS CCDD Timer 12345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 14.2 8.7 31.0 21.5 9.9 29.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.6 5.1 29.4 18.9 7.7 26.8 Max Q Clear Time (g_c+I1), s 8.7 5.3 23.0 16.3 6.1 19.0 Green Ext Time (p_c), s 1.0 0.0 3.5 0.7 0.0 3.2 Intersection Summary HCM 2010 Ctrl Delay 31.8 HCM 2010 LOS C

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative plus Project Conditions Synchro 10 Report TJKM Page 1 HCM 2010 Signalized Intersection Summary PM Peak 2: Taylor Blvd & Civic Dr 02/25/2021

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 83 1163 798 156 94 51 Future Volume (veh/h) 83 1163 798 156 94 51 Number 7 4 8 18 1 16 Initial Q (Qb), veh 0 00000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 94 1322 877 171 119 65 Adj No. of Lanes 1 22111 Peak Hour Factor 0.88 0.88 0.91 0.91 0.79 0.79 Percent Heavy Veh, % 3 33333 Cap, veh/h 451 2067 2067 925 257 230 Arrive On Green 0.59 0.59 0.59 0.59 0.15 0.15 Sat Flow, veh/h 531 3597 3597 1568 1757 1568 Grp Volume(v), veh/h 94 1322 877 171 119 65 Grp Sat Flow(s),veh/h/ln 531 1752 1752 1568 1757 1568 Q Serve(g_s), s 4.0 8.5 4.7 1.7 2.1 1.3 Cycle Q Clear(g_c), s 8.7 8.5 4.7 1.7 2.1 1.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 451 2067 2067 925 257 230 V/C Ratio(X) 0.21 0.64 0.42 0.18 0.46 0.28 Avail Cap(c_a), veh/h 566 2824 2824 1263 952 850 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 6.2 4.6 3.8 3.2 13.3 13.0 Incr Delay (d2), s/veh 0.2 0.3 0.1 0.1 1.3 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.6 4.0 2.2 0.7 1.1 0.6 LnGrp Delay(d),s/veh 6.4 4.9 4.0 3.3 14.6 13.6 LnGrp LOS A AAABB Approach Vol, veh/h 1416 1048 184 Approach Delay, s/veh 5.0 3.9 14.3 Approach LOS A A B Timer 1 2345678 Assigned Phs 4 6 8 Phs Duration (G+Y+Rc), s 24.6 9.5 24.6 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 27.5 18.5 27.5 Max Q Clear Time (g_c+I1), s 10.7 4.1 6.7 Green Ext Time (p_c), s 9.4 0.4 6.5 Intersection Summary HCM 2010 Ctrl Delay 5.2 HCM 2010 LOS A

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative plus Project Conditions Synchro 10 Report TJKM Page 2 HCM 2010 Signalized Intersection Summary PM Peak 3: Ruth Dr & Taylor Blvd 02/25/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 1247 40 38 843 32 33 19 29 21 13 20 Future Volume (veh/h) 37 1247 40 38 843 32 33 19 29 21 13 20 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1845 1845 1900 1845 1845 1900 1900 1845 1845 1900 1845 1900 Adj Flow Rate, veh/h 42 1417 45 46 1016 39 47 27 0 26 16 25 Adj No. of Lanes 1 20120011010 Peak Hour Factor 0.88 0.88 0.88 0.83 0.83 0.83 0.70 0.70 0.70 0.80 0.80 0.80 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 79 1891 60 85 1889 73 221 89 180 158 65 69 Arrive On Green 0.05 0.55 0.55 0.05 0.55 0.55 0.12 0.12 0.00 0.12 0.12 0.12 Sat Flow, veh/h 1757 3465 110 1757 3442 132 816 774 1568 437 566 596 Grp Volume(v), veh/h 42 716 746 46 517 538 74 0 0 67 0 0 Grp Sat Flow(s),veh/h/ln1757 1752 1823 1757 1752 1821 1591 0 1568 1599 0 0 Q Serve(g_s), s 1.1 14.5 14.6 1.2 8.8 8.8 0.1 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.1 14.5 14.6 1.2 8.8 8.8 1.8 0.0 0.0 1.6 0.0 0.0 Prop In Lane 1.00 0.06 1.00 0.07 0.64 1.00 0.39 0.37 Lane Grp Cap(c), veh/h 79 956 995 85 962 1000 310 0 180 292 0 0 V/C Ratio(X) 0.53 0.75 0.75 0.54 0.54 0.54 0.24 0.00 0.00 0.23 0.00 0.00 Avail Cap(c_a), veh/h 231 1228 1277 201 1198 1245 739 0 632 732 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 21.7 8.1 8.1 21.6 6.7 6.7 18.9 0.0 0.0 18.9 0.0 0.0 Incr Delay (d2), s/veh 5.4 1.9 1.9 5.3 0.5 0.5 0.4 0.0 0.0 0.4 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/ln0.6 7.3 7.8 0.7 4.3 4.5 0.9 0.0 0.0 0.8 0.0 0.0 LnGrp Delay(d),s/veh 27.1 10.0 10.0 26.9 7.2 7.1 19.3 0.0 0.0 19.3 0.0 0.0 LnGrp LOS C A A C A A B B Approach Vol, veh/h 1504 1101 74 67 Approach Delay, s/veh 10.5 8.0 19.3 19.3 Approach LOS BABB Timer 1 2345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 9.8 6.7 29.8 9.8 6.6 30.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.7 5.3 32.5 18.7 6.1 31.7 Max Q Clear Time (g_c+I1), s 3.8 3.2 16.6 3.6 3.1 10.8 Green Ext Time (p_c), s 0.3 0.0 8.7 0.2 0.0 6.6 Intersection Summary HCM 2010 Ctrl Delay 9.9 HCM 2010 LOS A

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative plus Project Conditions Synchro 10 Report TJKM Page 3 HCM 2010 Signalized Intersection Summary PM Peak 4: Contra Costa Blvd & Taylor Blvd/Sunvalley Blvd 02/25/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 241 829 216 356 524 383 240 844 549 407 550 150 Future Volume (veh/h) 241 829 216 356 524 383 240 844 549 407 550 150 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 256 882 0 379 557 0 267 938 0 428 579 0 Adj No. of Lanes 2 31221231221 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.90 0.90 0.90 0.95 0.95 0.95 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 345 1112 346 448 879 393 365 1285 400 499 1031 461 Arrive On Green 0.10 0.22 0.00 0.13 0.25 0.00 0.11 0.26 0.00 0.15 0.29 0.00 Sat Flow, veh/h 3408 5036 1568 3408 3505 1568 3408 5036 1568 3408 3505 1568 Grp Volume(v), veh/h 256 882 0 379 557 0 267 938 0 428 579 0 Grp Sat Flow(s),veh/h/ln1704 1679 1568 1704 1752 1568 1704 1679 1568 1704 1752 1568 Q Serve(g_s), s 5.3 12.1 0.0 7.9 10.3 0.0 5.5 12.5 0.0 9.0 10.2 0.0 Cycle Q Clear(g_c), s 5.3 12.1 0.0 7.9 10.3 0.0 5.5 12.5 0.0 9.0 10.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 345 1112 346 448 879 393 365 1285 400 499 1031 461 V/C Ratio(X) 0.74 0.79 0.00 0.85 0.63 0.00 0.73 0.73 0.00 0.86 0.56 0.00 Avail Cap(c_a), veh/h 401 1240 386 448 911 408 532 1633 509 499 1103 493 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 31.9 26.9 0.0 31.0 24.4 0.0 31.6 24.9 0.0 30.4 21.8 0.0 Incr Delay (d2), s/veh 6.1 3.3 0.0 14.0 1.4 0.0 2.9 1.2 0.0 13.9 0.6 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/ln2.8 5.9 0.0 4.6 5.1 0.0 2.7 5.9 0.0 5.2 5.0 0.0 LnGrp Delay(d),s/veh 38.0 30.2 0.0 45.0 25.8 0.0 34.5 26.2 0.0 44.3 22.4 0.0 LnGrp LOS D C D C C C D C Approach Vol, veh/h 1138 936 1205 1007 Approach Delay, s/veh 31.9 33.6 28.0 31.7 Approach LOS CCCC Timer 1 2345678 Assigned Phs 1 2345678 Phs Duration (G+Y+Rc), 15.2s 23.1 14.1 20.6 12.3 26.0 11.9 22.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax),10.7 s 23.7 9.6 18.0 11.4 23.0 8.6 19.0 Max Q Clear Time (g_c+I1),11.0 s 14.5 9.9 14.1 7.5 12.2 7.3 12.3 Green Ext Time (p_c), s 0.0 4.2 0.0 2.0 0.3 2.8 0.1 1.9 Intersection Summary HCM 2010 Ctrl Delay 31.1 HCM 2010 LOS C

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative plus Project Conditions Synchro 10 Report TJKM Page 4 HCM 2010 Signalized Intersection Summary PM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/25/2021

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 378 862 29 36 541 262 7 6 20 237 18 230 Future Volume (veh/h) 378 862 29 36 541 262 7 6 20 237 18 230 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 00000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1845 1845 1845 1845 1845 1900 1900 1845 1845 1845 1845 1845 Adj Flow Rate, veh/h 390 889 30 37 558 270 9 8 25 283 0 0 Adj No. of Lanes 1 21120011201 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.80 0.80 0.80 0.88 0.88 0.88 Percent Heavy Veh, % 3 33333333333 Cap, veh/h 442 1767 788 65 663 320 74 66 121 424 0 189 Arrive On Green 0.25 0.50 0.50 0.04 0.29 0.29 0.08 0.08 0.08 0.12 0.00 0.00 Sat Flow, veh/h 1757 3505 1563 1757 2291 1107 951 846 1550 3514 0 1568 Grp Volume(v), veh/h 390 889 30 37 427 401 17 0 25 283 0 0 Grp Sat Flow(s),veh/h/ln1757 1752 1563 1757 1752 1645 1797 0 1550 1757 0 1568 Q Serve(g_s), s 14.7 11.6 0.7 1.4 15.8 15.8 0.6 0.0 1.0 5.3 0.0 0.0 Cycle Q Clear(g_c), s 14.7 11.6 0.7 1.4 15.8 15.8 0.6 0.0 1.0 5.3 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.67 0.53 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 442 1767 788 65 507 476 140 0 121 424 0 189 V/C Ratio(X) 0.88 0.50 0.04 0.57 0.84 0.84 0.12 0.00 0.21 0.67 0.00 0.00 Avail Cap(c_a), veh/h 572 1969 878 163 576 541 489 0 422 916 0 409 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 24.9 11.4 8.7 32.7 23.0 23.1 29.6 0.0 29.8 29.0 0.0 0.0 Incr Delay (d2), s/veh 12.4 0.2 0.0 7.7 9.8 10.5 0.4 0.0 0.8 1.8 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/ln8.7 5.6 0.3 0.8 9.0 8.5 0.3 0.0 0.5 2.7 0.0 0.0 LnGrp Delay(d),s/veh 37.3 11.6 8.7 40.5 32.9 33.6 30.0 0.0 30.7 30.9 0.0 0.0 LnGrp LOS D B A DCCC CC Approach Vol, veh/h 1309 865 42 283 Approach Delay, s/veh 19.2 33.5 30.4 30.9 Approach LOS B C C C Timer 1 2345678 Assigned Phs 2 3 4 6 7 8 Phs Duration (G+Y+Rc), s 9.9 7.0 39.3 12.8 21.9 24.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.8 6.4 38.8 18.0 22.5 22.7 Max Q Clear Time (g_c+I1), s 3.0 3.4 13.6 7.3 16.7 17.8 Green Ext Time (p_c), s 0.1 0.0 6.5 0.7 0.6 2.1 Intersection Summary HCM 2010 Ctrl Delay 25.7 HCM 2010 LOS C Notes

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative plus Project Conditions Synchro 10 Report TJKM Page 5 HCM 2010 Signalized Intersection Summary PM Peak 5: Mercury Way/Morello Ave & Taylor Blvd 02/25/2021

User approved volume balancing among the lanes for turning movement.

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative plus Project Conditions Synchro 10 Report TJKM Page 6 HCM 2010 AWSC PM Peak 6: Norse Dr & Viking Dr 02/25/2021

Intersection Intersection Delay, s/veh12.8 Intersection LOS B

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 66 134 39 68 116 52 24 109 82 51 74 25 Future Vol, veh/h 66 134 39 68 116 52 24 109 82 51 74 25 Peak Hour Factor 0.88 0.88 0.88 0.76 0.76 0.76 0.88 0.88 0.88 0.89 0.89 0.89 Heavy Vehicles, % 3 33333333333 Mvmt Flow 75 152 44 89 153 68 27 124 93 57 83 28 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 12.9 13.7 12.4 11.5 HCM LOS B B B B

Lane NBLn1 EBLn1WBLn1 SBLn1 Vol Left, % 11% 28% 29% 34% Vol Thru, % 51% 56% 49% 49% Vol Right, % 38% 16% 22% 17% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 215 239 236 150 LT Vol 24 66 68 51 Through Vol 109 134 116 74 RT Vol 82 39 52 25 Lane Flow Rate 244 272 311 169 Geometry Grp 1111 Degree of Util (X) 0.387 0.427 0.48 0.282 Departure Headway (Hd) 5.704 5.661 5.567 6.024 Convergence, Y/N Yes Yes Yes Yes Cap 625 633 643 592 Service Time 3.78 3.734 3.637 4.107 HCM Lane V/C Ratio 0.39 0.43 0.484 0.285 HCM Control Delay 12.4 12.9 13.7 11.5 HCM Lane LOS BBBB HCM 95th-tile Q 1.8 2.1 2.6 1.2

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative plus Project Conditions Synchro 10 Report TJKM Page 7 HCM 2010 TWSC PM Peak 7: Norse Dr & Paso Nogal Rd 02/25/2021

Approach EB WB NB HCM Control Delay, s 0 2.8 12.4 HCM LOS B

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative plus Project Conditions Synchro 10 Report TJKM Page 8 HCM 2010 AWSC PM Peak 8: Norse Dr & Civic Dr 02/25/2021

Intersection Intersection Delay, s/veh 10.8 Intersection LOS B

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 1 116 66 0 36 4 191 42 34 139 2 Future Vol, veh/h 15 1 116 66 0 36 4 191 42 34 139 2 Peak Hour Factor 0.69 0.69 0.69 0.89 0.89 0.89 0.88 0.88 0.88 0.74 0.74 0.74 Heavy Vehicles, % 333333333333 Mvmt Flow 22 1 168 74 0 40 5 217 48 46 188 3 Number of Lanes 010010110110 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1122 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2211 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2211 HCM Control Delay 9.9 9.8 12 10.6 HCM LOS AABB

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 11% 65% 100% 0% Vol Thru, % 0% 82% 1% 0% 0% 99% Vol Right, % 0% 18% 88% 35% 0% 1% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 4 233 132 102 34 141 LT Vol 4 0 15 66 34 0 Through Vol 0 191 1 0 0 139 RT Vol 0 42 116 36 0 2 Lane Flow Rate 5 265 191 115 46 191 Geometry Grp 772277 Degree of Util (X) 0.008 0.41 0.267 0.177 0.08 0.303 Departure Headway (Hd) 6.21 5.576 5.028 5.573 6.241 5.725 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 577 646 714 643 575 629 Service Time 3.937 3.303 3.064 3.611 3.969 3.452 HCM Lane V/C Ratio 0.009 0.41 0.268 0.179 0.08 0.304 HCM Control Delay 9 12.1 9.9 9.8 9.5 10.9 HCM Lane LOS ABAAAB HCM 95th-tile Q 0 2 1.1 0.6 0.3 1.3

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative plus Project Conditions Synchro 10 Report TJKM Page 9 HCM 2010 TWSC PM Peak 9: Lucille Ln & Project Driveway 02/25/2021

Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 12 1 2 235 176 20 Future Vol, veh/h 12 1 2 235 176 20 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, % 3 33333 Mvmt Flow 15 1 2 290 217 25

Major/Minor Minor2 Major1 Major2 Conflicting Flow All 524 230 242 0 - 0 Stage 1 230 ----- Stage 2 294 ----- Critical Hdwy 6.43 6.23 4.13 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.327 2.227 - - - Pot Cap-1 Maneuver 512 807 1319 - - - Stage 1 806 ----- Stage 2 754 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 511 807 1319 - - - Mov Cap-2 Maneuver 511 ----- Stage 1 804 ----- Stage 2 754 -----

Approach EB NB SB HCM Control Delay, s 12.1 0.1 0 HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1319 - 526 - - HCM Lane V/C Ratio 0.002 - 0.031 - - HCM Control Delay (s) 7.7 0 12.1 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.1 - -

401 Taylor Blvd. Residential TIS, Pleasant Hill: Cumulative plus Project Conditions Synchro 10 Report TJKM Page 10

Peak Hour Warrant (Urban Areas)

Intersection: #6 Norse Dr. & Viking Dr., Pleasant Hill, CA Scenario: Cumulative plus Project Conditions

) VPH

150

(

306

Street Volume =

Minor

Major Street Volume = 606 (475) VPH

AM Peak Hour

PM Peak Hour

A signal is NOT WARRANTED in the a.m. Peak Hour A signal is NOT WARRANTED in the p.m. Peak Hour

Source: CA MUTCD 2014, Chapter 4C – Traffic Control Signal Needs Studies, Part 4 - Highway Traffic Signals, Figure 4C-3

Peak Hour Warrant (Urban Areas)

Intersection: #8 Norse Dr. & Civic Dr., Pleasant Hill, CA Scenario: Cumulative plus Project Conditions

Minor Street Volume = 213 (102) VPH

Major Street Volume = 714 (412) VPH

AM Peak Hour

PM Peak Hour

A signal is NOT WARRANTED in the a.m. Peak Hour A signal is NOT WARRANTED in the p.m. Peak Hour

Source: CA MUTCD 2014, Chapter 4C – Traffic Control Signal Needs Studies, Part 4 - Highway Traffic Signals, Figure 4C-3

April 2, 2021

Darcy Kremin, AICP Director, Environmental Planning Rincon Consultants, Inc. 449 15th Street, Suite 303 Oakland, CA 94612

Re: 401 Taylor Transportation Impact Study – Peer Review

Dear Darcy:

This letter report has been prepared to document the results of our peer review of the 401 Taylor Boulevard Residential Development Draft Traffic Impact Analysis Report (March 5, 2021) prepared by TJKM. The draft traffic study evaluates the potential impacts of the development of 31 single family homes (6 with accessory dwelling units) on a site currently occupied by a 37,670 square foot office building in the City of Pleasant Hill. We have reviewed the study to assess its conformance with the current guidelines of the City of Pleasant Hill, the Contra Costa County Transportation Authority (CCTA) and industry standard practice. We have not received a copy or reviewed the traffic study scope of work, but have assumed that one was prepared, reviewed, and approved by City of Pleasant Hill staff prior to the initiation of the work. Based on our review of the traffic impact analysis, we offer the following comments:

• General Overall Comments and Findings – In general we found no major outstanding issues or fatal flaws with the traffic impact analysis. The proposed project generates a very small amount of vehicle traffic and the scope of the traffic impact analysis is quite large. As an example, the study evaluates intersections to which the project would add no traffic.

• Existing Traffic Counts and Analysis – The existing conditions counts, analysis, assumptions and findings were spot checked within the report and technical appendices. No issues were noted.

• Trip Generation – The trip generation calculations were reviewed and found to be done properly, in accordance with the methodology and data presented in the Institute of Transportation Engineers, Trip Generation Manual, 10th Edition. The trip generation analysis deducts traffic generated by existing uses on the site per driveway counts conducted on April 23, 2019. It appears that the buildings on the site may be currently unoccupied. We presume that the City of Pleasant Hill approved this reductive assumption.

• Trip Distribution and Assignment – The trip distribution patterns of existing uses to be removed and the proposed project were developed based on “existing travel patterns and TJKM’s

100 Pringle Avenue | Suite 600 | Walnut Creek, CA 94596 | T: (925) 930-7100 | F: (925) 933-7090 www.fehrandpeers.com Ray Neubauer March 31, 2021 Page 2 of 3

knowledge of the study area”. It may have been preferable to use a select link analysis from the CCTA travel demand model to develop project trip distribution. As an example, we believe that the Taylor Boulevard path to the west offers an attractive route for peak hour commute trips and very little traffic is assigned to that roadway. However, the amount of traffic generated by the project is so small that any changes to the trip distribution pattern would likely not change the conclusions of the study. Thus, no changes are recommended.

• Vehicle Miles Traveled – The traffic impact assessment concludes that the project would have a less than significant impact related to Vehicle Miles Traveled (VMT). A 2020 countywide VMT per capita rate of 19.78 is reported along with a VMT per capita for the project TAZ (20066) of 14.6. Since the project TAZ’s VMT per capita is less than 85 percent of the countywide figure, a less than significant impact is presumed.

Fehr & Peers checked the latest version of the CCTA travel demand model and found a countywide average residential VMT per capita of 17.3 and a figure of 12.6 for the project’s TAZ. These figures result in the same conclusion reached in the traffic impact analysis report (less than significant impact related to VMT). It is possible that TJKM used an older version of the CCTA model to perform the analysis. The VMT table references “Kittleson 2016” as the source material for the VMT calculations.

• Emergency Vehicle Access – The traffic impact report should more fully evaluate emergency vehicle access. Specifically, we would request that TJKM review 2016 California Fire Code Appendix D relative to the number of fire access apparatus roads required for residential developments of 30 or more units in size. The project may require a second fire apparatus roadway or a variance from the local fire official.

• Parking – We concur with the traffic impact reports finding that the project provides parking consistent with City Code requirements.

• Background Conditions – The Background and Background plus Project Conditions analyses were spot checked and no issues were noted. We presume that the City of Pleasant Hill reviewed and/or provided the list of projects to include in the background conditions analysis.

• Cumulative Conditions – The Cumulative and Cumulative Plus Project Conditions analyses were spot-checked and no issues were noted. The Cumulative traffic volumes were developed based on growth rates calculated for a different traffic study in 2016 (The Veranda Shopping Center TIS, Kittleson Associates). It is unclear why new current growth rates were not developed; however, the Ray Neubauer March 31, 2021 Page 3 of 3

traffic impact report notes that the City of Pleasant Hill approved this approach to the cumulative assessment.

• Site Access and On-Site Circulation – The traffic impact assessment concludes that the project’s driveway on Lucille Lane provides “marginal” sight distance and indicates no significant impact due to safety as it does not make an existing condition worse. Adequate stopping sight distance is either provided at the driveway or it is not. The report should calculate the stopping sight distance at the driveway and assess whether it meets engineering design standards. If adequate stopping sight distance is not provided, the report should indicate that conclusion.

The report should state the width of the on-site sidewalk and indicate if it meets City and ADA standards. Also, the sidewalk appears to be discontinuous on the south side of Private Street A as it connects to Lucille Lane. We recommend that this missing link in the sidewalk network be closed so that pedestrians do not have to unnecessarily cross the street or enter the roadway while walking.

• MTSO – The traffic impact analysis report calculates LOS and discusses the CMP and its LOS standards. The CCTA’s Multimodal Transportation Service Objectives for Taylor Boulevard and Contra Costa Boulevard in the vicinity of the project are delay index and average peak hour speed, respectively (rather than LOS). As the project generates such a small volume of traffic, we do not believe MTSO calculations are necessary, but TJKM may want to acknowledge them in the document.

We are happy to attend a call with Rincon and/or TJKM if you would like to discuss our comments.

Sincerely,

FEHR & PEERS

Bill Burton, PE

Senior Associate